ML20027A462
| ML20027A462 | |
| Person / Time | |
|---|---|
| Site: | Bailly |
| Issue date: | 12/04/1978 |
| From: | SARGENT & LUNDY, INC. |
| To: | |
| Shared Package | |
| ML20027A461 | List: |
| References | |
| NUDOCS 7812050190 | |
| Download: ML20027A462 (700) | |
Text
{{#Wiki_filter:.- _ , -, - .. - _ . .. - . . _ .. . _ ,_--_.-_ __ f f 4 3 i SARGENT & LdNDY I ENGINEER 5 C MIC &GO I I 1 ,
! i 4
i l, I .
-u---.
c ..p o r ...vr ., , n.,1
~...n. .n. ..
rO .3.v., ., C . as-ON DRIVEN H-PILE FOL7;DATIONS 4 I d i I 1
' NORTHERN INDI ANA PUBLIC SERVICE CO!GANY i
i DECEM3ER 4,1978 i i 1, i o I i I 4 Prerared E'.
- Sargent & Lundy Engineers
; Chicago, Illinois .
. and 4 1 I
' Cates & Mccre
- Park Ridge, Illinois Docket Ut=ber ,
, -o, s .,.
i 1 t i i 78120501901 1 L y v --www- w-w .w ww w ,,-- mvww w-w - -- --- m-r,,www- -. . yw- eew_ . . . . . . . - . . _ . - . - , . . . . -ev--<-,-_ - em m e e --w-
. ~ - .- _~ --
1
, SARGENT & LUNDY ENGlNEERS C HIC A GO i
r i Supplementary Information on Driven H-Pile Foundations Bailly N-1 TABLE OF CONTENTS
1.0 INTRODUCTION
11 Synopsis 2.0 PRECONSTRUCTION AREAS 2.1 Introduction 2.2 Preconstruction Activities and Soil Conditions 2.'.1 Area A 2.2.2 Area 3 2.2.3 Area C 2.2.4 Area D 2.2.5 Area E l 2.3 Further Evaluation in Area E i 2.3.1 Evaluation of Liquefaction Potential 2.3.1.1 .v.ethodology 2.3.1.2 Results of Liquefaction Analysis 2.3.2 Insitu Soil Improvement 2.2.3 1 General 2.3.2.2 Dcscription of Prcgram - Procedures
; 2.3.2.3 Driving Resistance i
2.3.3 Verification Program 2.3.3.1 Soil Borings l 2.3.3.2 Effects of Censification 2.3.3.3 Special Conditions Encountered in the Verification Borings 1 2.4 Remedial Procram 2.4 1 General . 2.4.2 Program for Area E i l i 2.4.2.1 General Program 2.4.2.2 Grouting 2.4.2.3 Densification Piles 2.4.2.4 Liquefaction Potential Criteria i l i , i
.-__ . . _ .. _, . _ . _ . _ ~ _ _ - . _ , . . _ . _ _ . - . - . , , _ . . _ , _ , _ _ . , _ _ _ . _ _ _ _ _ . _ . . _ . _ . . _ . - -
- - _ _ _ . . - - - _ . ,_ .= ._ = - _ _ _ _ _ - . - _
S ARGENT & '.UN DY ENGINEERS CMicaGo ) 2.4.3 Program for other. Preconstruction Areas 2.4.3.1 Area A 2.4.3.2 Area B 2.4.3.3 Area C 2.4.3.4 Area D 2.5 Summary and Conclusions 3.0 PILE HEAVE AND REDRIVE 1 3.1 Introduction 3.
1.1 Purpose and Scope
of the Program 3.1. 2 Description of the Program 3.2 Pile Driving and Heave Monitoring l 1 3.2.1 Driving Criteria 3.2.2 Driving Procedures 3.2.3 Driving Sequesence 3.2.4 Heave Monitoring - Survey Procedures 3.2.4.1 Procedures 3.2.4.2 Survey Accuracy 3.2.5 Pile Redriving Procedures 3.3 Pile Load Tests 3.3.1 Load Test Program 5 3.3.2 Load Test Procedures 3.3.2.1 General
- 3.3.2.2 Hydraulic Jack and Load Cell Calibrations 3.4 Results of Heave Program 3.4.1 Pile Driving Chacteristics 3.4.2 Heave Measurements 3.4.2.1 Piles h'ithin the Heave Test Cluster 3.4.2.2 Piles outside the Heave Test Cluster 3.4.3 Pile Load Test Results 3.4.4 Results of Redriving of Heaved Piles 3.5 Evaluation of Heave and Redrive Data 3.5.1 Magnitude and Areal Extent of Heave 3 . 5 .1.1 Radius of Influence of Pile Driving 11
. . _ _ __ . ~ . . - - , _ _ . . .
I S ARGENT & LUNDY ENGINEERS CHIC A GO 3.5.2 The Nature of Heave 3.5.2.1 General 3.5.2.2 Investigation of the Nature of Heave 3.5.2.2.1 Evaluation of Pile Load Test Results 3.5.2.2.2 Supplementary Investigation of the Nature of Heave 3.5.3 Allowable Pile Heave 3.5.4 Criteria for Redriving Heaved Piles 3.6 Conclusions 4.0 PILE DRIVING CRITERIA 4.1 Introduction
4.2 Purpose and Scope
4.3 Cushion Properties 4.3.1 General 4.3.2 Experimental Program 4.3.2.1 Preperation of Test Specimans 4.3.2.2 Laboratory Test Procedures 4.3.2.3 Evaluation of Cushion Test Results 4.3.3 Effects of Cushion Thickness on Penetration Resistance 4.4 Pile Load Test 4.5 Soil Freeze 4.6 Summary and Conclusions . I I i 5.C PILE TOLERANCES l 5.1 Introduction 5.2 Pile Location 5.3 File Rotation 5.4 Pile Plumbness 5.5 Ccmbinaticn of Plumbness and Rotation 5.5 Summary cf Drivinc Tolerances 11; i
.. - .. ...._...____m.__.._....__ ......_... .._ . ._... _ _ ._... ..._. _. _ _ _ ___ . . _ _ _ . . _ . . _ . . _ . _ . _ -_ _ _ . . _ _ . . _ . _ . _
.I i
- SARGENT & LUNDY j ENG1NEERS 1
CHICAGO 1 i
.i l 5.7 Evaluation of Splice Location i
i 6.0 ERPATA - INDICATOR PILE REPORT i.
?
t 7.0 CONSULTANTS REVIEW 1 j Dr. Reese's Letter f Dr. Seed's Letter ! i REFERENCES l 1 4; - l APENDICES !
< t 4 :
t s I i i ! l i i J 1 l b I 1 ! s i ( l a l t e L l iv
4 SARGENT & LUNDY ENGlNEERS CHIC A GC LIST OF FIGURES 4 FIGURE TITLE 2-1 Location Plan of Preconstruction Areas 2-2 Location Plan - Preconstruction Area A 2-3 SPT N-values vs. Depth, Boring PZA-1 2-4 SPT N-values vs. Depth, Boring PZA-2 2-5 SPT N-values vs. Depth, Boring PZA-3 2-6 Location Plan - Preconstruction Area B 2-7 SPT N-values vs. Depth, Boring PZB-1 2-3 SPT N-values vs. Depth, Boring PZB-2 2-9 Location Plan - Preconstruction Area C 2-10 SPT N-values vs. Depth, Boring PZC-1 2-11 SPT N-values vs. Depth, Boring PZC-2 2-12 Location Plan - Preconstruction Area D 2-13 SPT N-values vs. Depth, Boring PZD-1 2-14 SPT N-values vs. Depth, Boring PZD-2 and -2A 2-15 Location Plan - Preconstruction Area E 2-16 SPT N-values vs. Depth, Boring 67W 2-17 SPT N-values vs. Depth, Boring 70W-1 4 2-18 SPT N-values vs. Depth, Boring 73E 2-19 SPT N-values vs. Depth, Boring 85E-1 2-20 SPT N-values vs. Depth, Boring PZE-1 i 2-21 SPT N-values vs. Depth, Boring PZE-2 2-22 SPT N-values vs. Depth, Poring PZE-3 2-23 SPT N-values vs. Cepth, Boring PZE-4 v .
SARGENT & LUNDY csotsesas CHIC AGO 2-24 Cross-Section through Jetted Piles - Area E 2-25 Comparison of SPT N-values obtained from Borings of Varying Distance from Jetted Piles 2-26 Cyclic Stress Ratio Versus N 1-values 2-27 Soil Profile for Approach I 2-28 Soil Profiles for Approach II 2-29 Cyclic Stress Ratio vs. N 1 -values 2-30 Modified Factor (CN) Curves (Ref. 2-10) 2-31 Modified Penetration Resistance vs. Depth, Boring 67h' 2-32 Modified Penetration Resistance vs. Depth, Boring 70W-1 2-33 Modified Penetration Resistance vs. Depth, Boring 73E 2-34 Modified Penetration Resistance vs. Depth, Boring 85E-1 2-35 Modified Penetration Resistance vs. Depth, Boring PZE-1 2-36 Modified Penetration Resistance vs. Depth, Boring PZZ-2 2-37 Modified Penetration Resistance vs. Depth, Boring PZE-3 2-38 Modified Penetration Resistance vs. Depth, Boring PZE-4 2-39 Composite Modified Penetration Resistance vs. Depth, Borings PZE-1 and PZE-2 2-40 Ccmposite Modifed Penetration Resistance vs. Depth, Borings 67%, 70W-1, 73E, 85E-1 and PZE-4 2-41 Location Plan - Densification Programs in Preconstruction Area E 2-42 SPT N-values vs. Depth, Boring PZE-5 2-43 SPT N-values vs. Depth, Boring PCE-6 i 2-44 SPT N-values vs. Depth, Boring PZE-7
- . , ..~_, . .- - . - , .- -- - - . . - - .__ , . , . - ~ . - . . - - _ .
A 2 SARGENT & LUNDY ENGINEERS CMtCAGO l 2-45 Modified Penetration Resistance vs. Dopth, i Boring PZZ-5 2-46 Modified Penetration Resistance vs. Depth, Boring PZE-6 j 2-47 Modified Penetration Resistance vs. Depth,
) Boring PZE-7 l
2-48 Composite Modified Penetration Resistance vs. Depth, Borings PZE-5, PZE-6, and PZE-7 49 Borehole Measurement in Boring PZE-6 3 2-50 Borehole Measurement in Boring PZE-7 2-51A Grouting Program - Preconstruction Area E 2-513 Densification Pile and Boring Program - 't Preconstruction Area E 2-51C Total Remedial Program - Preconstruction Area E 2-51D Criteria for Liquefaction Potential - Preconstruction Area E 2-52A Grouting Program - Preconstruction Area A 2-528 Densification Pile and Boring Program - l Preconstruction Area A i 1 j 2-52C Total Remedial Program - Preconstruction Area A 2-53A Grouting Program - Preconstruction Area B i 2-533 Densification Pile and Boring Program - Preconstruction Area B 2-53C Total Remedial Program - Preconstruction Area B 2-54A Grouting Program - Preconstruction Area C 2-543 Densification Pile and Boring Program - l Preconstruction Area C f j 2-54C Total Remedial Program - Preconstruction Area C i j 2-55A Grouting Program - Preconstruction Area D 2-553 Densification Pile and Boring Program -
- Preconstruction Area D l 2-55C Total Remedial Prcgrar - Preconstruction Area D I
i ? vii f
- ---n----, - . . , - - - , - . . . , - , - - - .n-~,-_-.- + . - - --,..-,-a.. - ,---.- - ,,,n, ~ - , ,w r,--- --. . - , - ~ - , - ~
SARGENT & LUNDY ENGINEERS
, CHICAGO 3-1 Plan View of Category I Piles with Heave Cluster Grcup Outlined 3-2 Plan View of Heave Cluster Group with Outer 6 Indicatcr Piles 3-3A Load Test - Load Transfer System (Typical) 3-33 Load Test Monitoring System (Typical) j 3-4 Histogram of Total Pile Heave at Completion of Driving 3-5A Effect of Cluster Size on Magnitude and Distri-bution of Pile Heave - 20 pile cluster 3-53 Effect of Cluster Size on Magnitude and Distri-bution of Pile Heave - 40 pile cluster 3-6 Plot of Maximum and Average File Heave Per Row 4
Versus Distance from the First Row 3-7A Pile Heave Versus Time: Piles 6, 9, 28 and 36 3-73 Pile Heave Versus Time: Piles 11, 15, 23 and 34 j 3-8A Incremental Heave Caused by Driving Pile No. 31 and Pile No. 36 Versus Distance from Driven Piles 3-8B Incremental Heave Caused by Driving Pile No. 20 4 and Pile No. 38 Versus Distance from Driven Piles 4 3-9A Pile Butt and Tip Heave Versus Time - Piles Instrumented with Tell-Tales (sequence 10, 19, 28) i 3-93 Pile Butt and Tip Heave Versus Time - Piles Instrumented with Tell-Tales (sequence 15, 24, 33) 3-10 Pile Tip Heave Versus Pile Butt Heave i 3-11 Heave Versus Time - Piles Cutside the Heave j Monitoring Cluster 3-12 Pile Heave Versus Distance From the Closest Pile in the Heave Test Cluster 3-13A Load Test on Pile AB-155 - Load Deflection Curve t 3-13B Load Test on Pile AS-155 - Load versus Time, i i Deflection Versus Time , 3 '4A Load Test on Pile SA Load Deflection Curve 3-14B Load Test on Pile SA Load Versus Time, Deflection Versus Time viti
i SARGENT & LUNDY ENG8NEERS C HIC AGO 3-15A Load Test on Pile SA-li - Load Deflection Curve
; 3-15B Load Test on Pile SA Load Versus Time, 4
Deflection Versus Time 3-16 Penetration Resistance Ratio Versus Pile Embedment into the Bearing Stratum 3-17 Penetration Resistance from Redriving Pile SA-25 3-18 Effects of Cluster Size on Pile Heave 3-19A Maximum Incremental Heave Per Row (caused by driving a single row) Versus Distance From Driven Row I 3-19B Average Incremental Heave Per Row Versus Distance From Driven Row 3-20 Load-Deflection Behavior of Pile AB-155, SA-9, SA-11 and Q-94 3-21 Experimental and Computed Load-Deflection Diagrams For Pile AB-155 3-22 Load Distribution in Friction and End Bearing - Pile AB-155 4 3-23 Effects of Pile Tip Unseating on the Load-Deflection Characteristics of Pile AB-155 3-24 Friction Heave Versus Bearing Layer Heave 3-25 Penetration Resistance Ratio Versus Pile Heave 4-1 Histogram of Final Penetration Resistances From Indicator Pile Driving Program
, 4-2 Variation in Cushion S tif f ness with Number of Leading Cycles j
4-3 Cushion Stiffness Versus Applied Conpression Load 4-4 Cushion Stiffness Versus Cushion Thickness 4-5 Wave Ecuation Analysis of Test Pile B with Variation of Cushion Stiffness 4-6 Variation of Penetration Resistance For Two Cushion Thicknesses i l 4-7 Redrive Penetration Resistances Versus Penetration 2 Resistance at End of Initial Driving i I ix I
. .-, . - , - . - , n , - - - - - - . - , - . - - - . . - - , - . , _ , - , - --,- - ,, , . , , - , _ , - - , - - - - - - , - - - , . - - . . . . _ - -
.. -- - --+-- ea-.; - s >n-ns-n.u---- .~ - - , -.~ - - ~ ~.~..+- .- - . -. = . - = . - . - . . - . . . ~ . ~ - - - - . . - . .-
l l 1 l SARGENT & LUNDY ! ENGINEERS l I
- l l Chic AGC
{ i 4-8 Evaluation of Freeze From Wave Equation Analyses, i i Redrive Cata and Load Test Results i j 4-9 Ultimate Capacity Versus Penetration Resistance i From Wav' Ecuation-35 Foot Long Pile 5-1 Portion of Analytical Model for Developing the Tolerance For Pile Location 5-2 Analytical Model for Developing the Tolerancc For j Cut of Rotation } 5-3 Analytical Mcdel for Developing the Tolerance For 1 i a Pile Plumbness i 5-4 Interaction Diagram For Evaluating Combinations of 1, rile Plumbness and Rotation a i i l \ 4 I I I l I I I N
sARGENT & LUNDY E N G1N E E R S CHIC AGO LIST OF TABLES TA 3 "_. ~ ,_ TITLE 3-1 Preconstruction Activities - Area A 2-2 Preconstruction Activities - Area B 2-3 Preconstructica Activities - Area C 2-4 Preconstruction Activities - Area D 2-5 Preconstruction Activities - Area E 3-1 Summary of P:.le Driving Data - Heave Cluster 3-2 Summary of Pile Heave Measurements - Heave Cluster l 3-3 Summary of Pile Heave Measurements - Piles Outside the Heave Cluster
- 3-4 Summary of Redrive Data - Heave Cluster 4-1 Cushion Stiffness from Cushion Tests 5-1 Summary of SCR's Received from Indicator Pile and Heave Monitoring Program i
a f I x1
. .... - - - .-- ~ , .-. -- _. . . . . - , - , . - . - - . . . . . - . .
4-1 i SARGENT & LUNDY ENGlNEERS CHICAGO i LIST OF APPENDICES APPENDICES 2A Boring Logo e 2B Liquefaction Analysis 2C Penetration Resistance Vs. Depth (Displacement Piles) 2D Contractor's Pile Driving Logs (Displacement Piles) 2E Driving Information for Pile RD-52 .; 3A Penetration Resistance Vs. Depth (Heave Cluster) 3B Contractor's Pile Driving Logs (Heave Cluster) ' i 30 Pile Set Graphs (Heave Cluster) 4 , ] 3D Raw Data - Load Tests on Piles AB-155, SA-9, and SA-ll l 3E Calibration Data of Loading Apparatus for Pile Load Tests . 3F Incremental Heave Plots 3G Analytical Procedure for Evaluating Load Deflection Behavior of Axially Loaded Single Piles 4A Raw Data - Cushion Tests i i, 4 i i
]
4 i
SARGENT & LUNDY ENG1NEERS CHICAGO 1.0 INTRODUCTICN P Bailly Generating Station - Nuclear 1 will be supported by a pile foundation consisting of high capacity steel H-piles to be driven into the very dense /hard interbedded glacial lacustrine sand / clay deposits. The details of this design were presented to the NRC in the Report SL-3629, " Design, Analysis and Installation of Driven H-Pile Foundations, Bailly Generating S ta tion - Nuclear 1," March 8, 1978 (Ref. 1-1). A meeting between the NRC and Northern Indiana Public Service Company (NIPSCO) was held 1 ! on May 17 and 13, 1978 to discuss Ref. 1-1. On June 22, 1978, NIPSCO received Regulatory Staff Positions (RSP) and a request for additional information from the NRC ' staff (Ref. 1-2). Responses to this letter were sub-mitted to NRC on July 14 and 20, 1978 (Ref. 1-3). In August 1978, an indicator pile program was undertaken to ! confirm the elevation and establish the competency of the l bearing stratum, estimate tip elevations, and confirm the driving criteria for the piles. The results of this pro-gram were presented in the report " Indicator Pile Program, Bailly Generating Station - Nuclear 1" (Ref. l-4), submitted to the NRC on September 26, 1978. This report is intended as a supplement to these submittals, and contains the results of field and analy-r 1-1 l
SARGENT & LUNDY ENG1NEERS CHICAGO tical studies performed to further substantiate the adequacy of the pile foundation design at Bailly. This report was prepared on behalf of Northern Indiana Public Service Company (NIPSCO) for Bailly Generating Station - Nuclear 1 (Bailly N-1) by Sargent & Lundy and Dames & Moore. Dr. L. C. Reese and Dr. H. B. Seed were retained as consultants to Dames & Moore. Dr. Reese reviewed Chapters 3 and 4, with emphasis on ultimate capacity of heaved piles, AB-155, SA-9, and SA-ll. Dr. Seed reviewed a portion of Chapter 2, with emphasis on the approach to the liquefaction analysis and applica-1 bility of the densification technique. Letters from both Dr. Seed and Dr. Reese documenting their review are in-cluded in Chapter 7 of this report. 1.1 Synopsis Subsequent to the completion of driving indicator piles ] at the locations suggested by the staf f, additional indi-cator piles were driven to further evaluate and substan-1 tiate the proposed pile foundation design. The total l number of indicator piles drivec within the Category I l l buildings is 147, which is below the maximum number (150) authorized by the Staff. The purpose of this report is to present the results of these additional investigations. The report contains four main chapers addressing the fol- ! lowing items: 1-2 1
SARGENT & LUNDY ENG!NEERS CHICAGO
- 1. Soil improvement programs in the five preconstruc-tion areas iden ti fied in Ref. 1-4; presented in Chapter 2.
4
- 2. Pile heave and redriving criteria; presented in Chapter 3.
- 3. The proposed driving criteria with special emphasis on the 10 blows'per inch criterion, soil freece, and cushion thickness; presented in Chapter 4.
- 4. Tolerances relative to pile location, rotation and plumbness, and splice location; presented in Chapter 5.
The major findings and conclusions of the investigators are summarized below: ! A. Chapter 2 - Areas of Preconstruction Activities A commitment (Ref. 1-4) was made to investigate the areas where preconstruction activities took place to l determine the extent of disturbance, and evaluate l measures that may be required to densify the dis-turbed areas so tha t an adequate safety factor
- against lique f ac tion is maintained.
( i i The five areas of preconstruction activities were investigated with soil borings. The Standard Pene-t I 1-3 i i
SARGENT & LUNDY ENGINEERS CHIC AGO tration Test (SPT) N-values were used as a basis to evaluate the in-situ soil conditions and the effects of the preconsturction activities. A comparison of SPT N-values obtained within the areas of precon-struction activities to SPT N-values obtained within the same s tr a ta in areas where no such activities took place indicated that the sandy soils have been disturbed / loosened. i Liquefaction analyses were performed using state-of-the-art techniques to establish liquefaction potential criteria. Based on consultation with Dr. l H. B. Seeed, it was concluded that a factor of safety of 1.5, based on the SPT N-values, shculd be maintained to prevent liquefaction. The SPT N-values, required to prevent liquefaction, are being developed for each preconstruction area. The liquefaction studies in Area E (southwest corner of Service Building) indicated that soils immedi-ately in between jetted piles were 1cosened suffi-ciently such that the factor of safety agcinst liquefaction was less than 1.5. As a result, closely-spaced H-piles were driven, completely enclosing portions of the jetted piles in Area E, to determine the feasibility of using driven H-piles as 1-4
SARGENT & LUNDY ENGtNEERS C Hic Aco a means of densifying the disturbed cohesionless strata. Subsequent borings and SPT N--values indi-cated that significant densification 'of these soils did take place due to driving of H-piles, as evidenced by higher SPT N-values. Analytical studies clearly de=cnstrated that the densification program effectively eliminated the possiblity of l liquefaction within the depth interval where densi-fication piles were driven. A detailed densification program has been developed for each preconstruction area to eliminate the pos-siblity of liquefaction. A sufficient number of H-piles will be driven to assure a factor of safey of 1.5 against liquefaction. The investigations and evaluations of soil densification will be based on the results of Standard Penetration Tests as pre-sented by Seed (Ref. 2-5). In addition to the densificatica program described above, a grouting program has been developed for each area, at the point sources of any previous pre-construction activities (jetting and/or pre-augering, and extracting piles) and at the locations of previously ungrouted borings. The purpose of the grouting program is to assure that any localized 1-5
SARGENT & LUNDY ENGINEERS cwicaco I disturbance created at the preconstuction point i source is eliminated. B. Chapter 3 - Heave Monitoring Program , One 5 x 8 cluster of piles was driven to evaluate the magnitude, lateral extent, and mechanism of pile heave at the Bailly N-1 site. Detailed survey data were taken during both driving and redriving. All piles within the heave cluster, except the last pile driven, heaved in excess of the present criteria of 1/8 of one inch. In addition, six indicator piles located outside the heave test cluster at distances of up to 39 feet away were also monitored as part of a the investigations on the lateral extent of heave. I All of the six indicator piles heaved in excess of 1/8 of one inch. Three compression pile load tests were performed on selected piles which experienced 0.52 inches, 0.62 inches, and 1.04 inches of heave. All tests indicated that the piles did not unseat and no loss in load capacity had occurred as a 7 result of pile heave. In addition, the ultimate vertical load capacities of the piles were never reached oecause of the limitations of the test appa-
- ratus (600 tons maximum load capacity) .
l-6 l
SARGENT & LUNDY ENGINEERS CHIC A GO On the basis of the results ebtained from the heave monitoring program, it is concluded that the heave criteria at Bailly may be changed to one inch. In order to meet this criteria, with consideration given to field cecess limitations, the following redrive criteria have been developed: 1- All piles which experience in excess of 0.5 i inches will be redriven by the amount of heave, 2- The minimum equivalent redriving resistance will be 10 BPI. 3- Redriving will be performed after all piles within a distance of 35 feet have been driven. J The criteria presented in this chapter supersede the criteria submitted to the NRC on July 14, 1978. C. Chacter 4 - Drivino Criteria This section presents the results of *he investi-gations conducted to substantiate the suitability of the 10 blows / inch driving criterion. A pile load l test was performed en a pile which showed penetra-t j tion resistances varying between 8 and 12 blows / inch for the last foot of driving. Interpretation of the results, using Davisson's criterion, showed that the 1-7 _ -- . . - - .. _ _ - - _ _ . - . _ _ _ - _ _ ~ . - _ - _ - -
SARGENT & LUNDY ENG1NEEk5 CHICAGC ultimate capacity was never achieved at the 600 ton maximum test load. Wave equation analyses are presented which compare the estimated pile capacity at the time of initial driving to the estimated capacity af ter soil freeze has developed, based on redriving a portion of the heave cluster piles. The redrive resistances were at least 1.4 times the penetration resistance encountered during initial driving, clearly demonstrating the presence of soil freeze. Wave equation analyses show tha t on the basis of measured redrive resistances, the calcu-lated ultimate pile capacity exceeds the 400 ton minimum acceptable. As a result of the pile load tests and the observed soil freeze, the following driving criteria have been confirmed and will be utilized: a minimum of 500 bleus for last five feet, a minimum of 100 blows for the last one foot, and a minimum of 10 blows for the last inch, i Tests were conducted on compressed (af ter being sub-jected to f rom 150 to over 14,000 blows) wire rope cushions of varying thicknesses to determine the material elastic properties. Cushion stiffness 1-S
1 > SARGENT & LUNDY ENG1NEERS CWC A 30 values obtained from these tests were input into the wave equation analysis to determine the sensitivity of pile capacity to cushion stiffness. The results of this study show that for stiffnesses greater than t 1500 kips / inch, little increase in pile capacity is attained. It was found that cushion thickness of 4-1/2 to 4-3/4 inches would provide a minimum stif f-4 ness of 1500 kips / inch. In addition, a field test driving program was conducted on one pile usign two compressed cushions of different thicknesses to evaluate the influence of cushion stif fness on pene-tration resistance. The results of this test were in general agreement with the results of wave equa-tion analysis, i.e., higher blow counts for the thicker (less stif f) cushion were obtained. On the basis of these investigations, it is concluded that at final driving the cushion thickness should be maintained at less than 4-3/4 inches. D. Chapter 5 Analyses were performed to evaluate the ef fects of deviations of pile locations, rotation, and plumb-ness on the structural capacity of foundation F. - piles. The location of a pile splice relative to the depth of pile penetration was also evaluated. 1-9
sARGENT & LUNDY ENGINEERS CMIC A GC uased on these analyses, rha recommended allowable 3 tolerances are: Location: 1 12 inches Ro ta tion : 1 20 inches
, Plum'oness: 4 percent In addition, it is recommended that splices be at least 10 feet below the bottom of the ma t.
The tolerances presented in this chapter are intended to supersede the criteria submitted to the NRC on July 14, 1978. E. Chapter 6 presents errata for Ref. 1-4, " Indicator r Pile Report." Chapter 7 presents letters from Dr. L. C. Reese and Dr. H. B. Seed documenting their review of various sections of this report. I i i 1-10
l SARGENT & LUNDY ENGINEERS C HIC AGO 2.0 PRECONSTRUCTION AREAS 2.1 Introduction As discussed in the Indicator Pile Report (Ref. 1-4), preconstruction activities were performed in five areas which resulted in soil disturbance that may affect up to 5% of the production piles. The five preconstruction areas are outlined on Figure 2-1. The purpose of the i preconstruction activities was to evaluate the feasibility of dif ferent methods of pile installation and to assess the load capacity of piles installed by the various procedures. The preconstruction activities in the five areas (A through E) shown on Figure 2-1 were documented in Sargent and Lundy Reports SL-3109 (Ref. 2-1) and SL-3205 (Ref. 2-2) and consisted of:
- 1. Area A: In 1974, load tests were performed in the Reactor Building on piles driven into the interbedded sand / clay stratum and the daeper glacial till. All test and anchor piles were extracted except for the test pile driven deeper.
- 2. Area B: In 1974, load tests (compression and uplif t) were performed on piles driven into the interbedded sand / clay stratum. All test and anchor piles were extracted.
_2 _- 1 _ -- -
SARGENT & LUNDY ENG1NEERS C HIC A GO
- 3. Area C: In 1975, jetting and/or augering were used in the Radwaste Building to assist pile penetration.
Load tests were not performed and the piles were not extracted.
- 4. Area D: In 1975, the activities were similar to those performed in Area C.
- 5. Area E: In 1977, a program of jetting and driving of eight piles to till was carried out at the south end of the Service Building. Load tests were not performed and the piles were not extracted.
Although the number of production piles influenced by preconstruction activities is less than five percent of the total, extensive investigations have been performed in the past several months to assess liquefaction potential of the disturbed sandy soils, to develop a program of soil improvement to prevent liquefaction, and to establish a feasible procedure for production pile driving in the five affected zones. Eighteen exploratory borings were drilled in Areas A through E to evaluate the severity and extent of soil disturbance caused by. the preconstruction activities. An extensive investigation was carried out in Area E, which is considered to have the most severe disturbance because of the eight piles jetted in September 1977, to evaluate the extent and degree of disturbance and effectiveness of field densification. In addition, analytical evaluations and field verification procedurec were developed and confirmed. Based on the results obtained in Area E, 2=2
- _ .. . ~ . . , = . .
SARGENT & LUNDY ENGtNEERS C hic AGO remedial programs have been developed for all precon-struction areas. 2.2 Preconstruction Activities and Soil Conditions 2.2.1 Area A ! Preconstruction activities were performed in March and April, 1974 in the southwest corner of the Reactor Building, shown as Area A on Figure 2-1. Tuo test piles (TP) and seven anchor piles (AP) were installed. The 4 purpose of this test group was to evaluate load capacities and installation procedures for a pile driven into the glacial till (TP-6, tip elevation -130 *) and a pile (TP-1, tip elevation -76), driven into the interbedded sand / clay stratum. Figure 2-2 is a plan view which shows locations of the test and anchor piles, in addition to the indicator piles and soil borings which 4 were later added in Area A. Preconstruction activities in this area are detailed in Sargent & Lundy Report 3109 ! (Ref. 2-1). Table 2-1 and Figure 2-2 summarize tip elevations and
- installation procedures of the test and anchor piles.
i t Jetting was limited in this area and was stopped between elevations -46 and -53 for AP-2, AP-3, AP-6 and AP-7. Jetting was performed to elevation -39 for AP-5 and 4 between elevations -39 and -61 for TD-1. For TP-6, maximum depth of jetting was elevation -79. Since the load tests were performed prior to excavation, casings NIPSCO Plant Datum El. 0.0 equals mean Lake Michigan level El. I 576.80 (:GLD, 1955) h _ , . ___ , ~ . . . - ._ _ . - _ . . _ , _ . . _ _..__.-._ ___ ._ . _ _ . _ _ . , _ . _ . . - _ _ _ _ - . _ . ,
SARGENT & LUNDY ENGINEERS CMICAGO were installed for TP-1 and TP-6 to elevation 0 to minimize the effects of the excess overburden. All piles and casings were extracted after testing, except TP-6. Three soil borings, PZA-1, PZA-2 and PZA-3, were drilled in October, 1978, to investigate the effects of pre-construction activities on the soil c anditions in Area A. Two earlier horings, E-105 and 105A were also drilled in 1977-73 in the same general area; the results of which were presented in Report SL-3629 (Ref. 1-1). Boring 105 was terminated above the interbedded sand / clay bearing g stratum. Figure 2-2 shows the boring locations. Plots of Standard Penetration Test (SPT) N-values against depth and the corresponding stratigraphic column for Borings PZA-1, PZA-2 and PZA-3 are presented in Figures 2-3, 2-4 and 2-5, respectively. The boring logs are presented in Appendix 2-A. Stratigraphy determined from these borings agrees with the generalized cross-sections presented in Report SL-3629 (Ref. 1-1). SPT N-values for the sand lenses in t the interbedded sand / clay stratum that are significantly different from the undisturbed values are also summarized and shown adjacent to the boring locations on Figure 2-2. Results obtained for Boring PZA-2 which was two feet from i the jetted pile TP-1, shows the effects of disturbance down to elevation -75 (in terms of SPT N-values) . Some of the effects shown below the depth of jetting may be a q 2-4
SARGENT & LUNDY c u cin c e ss C H IC At;O the results of the boring being in close proximity to the location of the pulled pile (TP-1), since pulling of the pile could have a very 1ccalized loosening effect. Borings PZA-3, which was six feet from jetted pile TP-6, shows that the interbedded sands encountered in this boring are for the most part medium dense to dence with SPT N-values varying from 22 to 45, to a maximum depth at approximately elevation -55. This relatively shallow depth of disturbance is generally consistent with the driving behavior of the nearby indicator pile PJ>-24 (Ref. 1-4), which met the required driving resistance approximately seven feet above the maximum depth of jetting at TP-6. Borings PZA-1 and B-105A, which were more than ten feet away from any jetted piles, show no soil disturbance. SPT N-values of 100 blows per foot or more in the interbedded layer show the interbedded sands in the bearing stratum to be very dense and similar to the conditions in undisturbed areas. With the-exception of Pile RD-56 and RD-52*, which were driven only to elevations -62 and -60 and did not meet the pile driving criteria, all other indicator piles T.et the required driving resistance and were seated at elevation -75 or above in the interbedded sand / clay stratum. All the indicator piles driven at locations within five feet from previous jetting activities The driving record for this pile was not included in the Indicator Pile Report (Ref. 1-4), bucause this pile was driven at the wrong location. The driving record is presented in Appendix 2E. 2- - 5
- _ ___m
SARGENT & LUNDY ENGlNEERS CMsCAGO indicated likely disturbance no deeper than elevation
-55. Figure 2-2 shows the zones where the indicator piles encountered sandy soils that appear to have been affected by the preconstruction activities to such an extent that resistance to liquefaction may be significantly reduced. The "likely disturbance" zone shown on Figure 2-2 for each indicator pile was conservatively estimated based primarily on the pile driving records and the nature of the nearest preconstruction activities, without the benefit of boring information. As the bearing stratum is generally highly interbedded, the apparent lower driving resistance for sandy soils ider.ti fied from the driving records is believed to have been the result of the presence of thin interbedded clay layers within the zone. The purpose of identifying a likely disturbance zone based on the pile driving records is to provide qualitative information regarding the possible extent of soil disturbance. This was used as supplementary information for the design of a conservative remedial program. Therefore, the precise limits of the likely disturbance zone are not critical.
The remedial program, was designed based primarily on information obtained from borings. Based on the information presented above, it may be concluded that the lateral extent of disturbance which resulted from the jetting activities is limited. Dis-turbance appears to extend beyond the maximum depth r# 2-6
SARGENT & LUNDY ENGlNERRS C HIC A G O J jetting, as shown from the results obtained from Boring PZA-2; however, this phenomenon appears to be localized and resulted from extracting of a nearby pile (TP-1). 2.2.2 Area B Preconstruction activities were performed in March and April, 1974 in Area B, which is located in the northeast corner of the Reactor Building (see Figure 2-1) . Three test piles (TP-3, TP-4 and TP-9) and eight anchor piles were installed and extracted. The purpose of this test group was to evaluate installation procedures and load capacities of piles driven into the interbedded stratum. Casings were installed for the test piles to elevation 0 and were later extracted. Figure 2-6 shows the locations of the test and anchor piles, indicator piles and soil borings in relation to the planned production piles. Since all the 1974 piles were pulled, the plotted locations of the test and anchor piles may not be i accurately represented; however, the actual locations should not deviate by more than 1 to 2 feet. Preconstruction activities in this area are detailed in Repor t SL--3109, (Ref. 2-1). Table 2-2 and Figure 2-6 summarizes test and anchor pile tip elevations and installation procedures in this area. Jetting with approximately 100 psig pressure and 200 gallons per minute discharge was used to facilitate 2-7
~- - _ - _ _ . . - .. - . ~ _ _ _ - - . -- - = - . _ . - _ _ ~ _ . . - - . _ _ _ _
i d SARGENT & LUNDY ENGINCERS Chic Aco i l driving TP-9 from elevation +3 to -46. Jetting was also i performed in the last one to Jix inches of penetration for piles TP-4 at elevation -61, AP-9 at elevation -48, and AP-ll at elevation -43. The tips of all piles were above elevation -54 feet, except for TP-4 which was at 1 elevation -61.4. All test and anchor piles were extracted. Two soil borings, PZB-1 and PZB-2, were drilled in October, 1978 to evaluate the effects of preconstruction activities on soil conditions in Area B. Boring B-102 completed in January, 1978, (Ref. 1-1) and Boring B-3 completed in January, 1972 (Ref. 2-2), were also located in Area B. Figure 2-6 shows the boring locations. Plots of the SPT N-values with respect to depth accompanied by stratigraphic columns for Borings PZB-1 and PZB-2 are 1 presented in Figures 2-7 and 2-8. Boring logs for PZB-1 I and PZB-2 are presented in Appendix 2-A. The stratigraphy determined from these two borings is consistent with the generalized profiles presented in Report SL-3629 (Ref. 1-1). With the exception of the last inch of penetration of TP-4 in which jetting was attempted briefly to assist in penetration at elevation
-61, no jetting occurred below elevation -49. '
2-6
SARGENT & LUNDY ENG1NEERS CMICAGO Boring B-3 was drilled prior to any preconstruction activity. Boring B-102 was drilled less than 2 feet from the previous location of AP-10, which was extracted prior to the drilling operation. Boring B-102 reflected l disturbance caused, by preconstruction activities at rela tively shallow depths, between elevations -15 to -35. The SPT N-values in the sand lenses ranged from 4 to 33 blows per foot, a significant reduction from the undisturbed N-values. This reduction appears to be related to the proximity of this boring to AP-10, which was extracted, but not jetted. Boring PZB-1 is located approximately four feet west of AP-9, where jetting was performed during the last six inches of pile driving between elevation -48.4 to -48.9, and approximately 12 feet f rom TP-9, where jetting was performed from elevation +3 to -46. SPT N-values obtained from this boring indicate no effect from the jetting activities. The N-values, however, ranged from 68 to 86 blows per foot in sand between elevations -60 and -70, a minor reduction from undisturbed values. This reduction occurred in a zone which is more than 15 feet below the maximum depth of jetting and cannot conceivably be attributed to the jetting activities in either AP-9 or TP-9. Similar results were also observed in Boring PZB-2, which is located approximately 10 feet from TP-9. It is believed that the somewhat lower SPT N-values for 2- 9
. _ . , _ -. . _ - . . -- ~ . - _ _
SARGENT & LUNDY ENGINEERS CHacA40
\
sand between elevations -60 and -70 observed in these two borings reflect localized variations in insitu soil conditions. The reduced SPT N-values for the sand lenses in the interbedded sand / clay stratum are briefly summarized on Figure 2-6, adjacent to the location of each boring. Indica tor piles RB-Sll, RB-512 and RB-513 (Ref.1-4) were driven in Area B. They were located approximately five to eight feet f rom TP-9 and between TP-9 and Boring PZB-
- 2. Examination of the driving records of these piles indicates zones of reduced driving resistance above elevation -48 (see Figure 2-6 for likely zone of disturbance
- for each pile). These reduced driving resistances are possibly a result of the jetting activities at TP-9, where jetting was performed from elevation +3 to -46. Pile RB-513 met the required driving resistance at elevation -53, while RB-511 and RB-512 did not meet the driving criteria within the depth driven (to elevation -82 and -62, respec tively) . The driving behavior of these piles correlates well with the results obtained from Boring PZB-2. At the pile l
locations; the upper portion of the thick sand layer observed in Boring PZB-2 between elevations -43 to -73 was disturbed and loosened because of jetting activities l l at TP-9. Piles RB-511 and RB-512 were driven through the disturbed zone and punctured through the remaining See Section 2.2.1 for the definition and significance of the likely zone of disturbance. 2-10
SARGENT & LUNDY ENGINEERS CMICAGO portion of the sand layer. The review of the preconstruction activities, which were performed in Area B, and the results of borings and indicator pile driving behavior reveal that disturbance due to the preconstruction activities in Area B were minical and restricted to relatively shallow depths (not deeper than eleva tion -65) . 2.2.3 Area C Preconstruction activities were performed in March and April, 1975 within the limits of Area C (southeast corner of the Radwaste Building), as shown in Figure 2-1. The purpose of the preconstruction activities was to evaluate procedures for installing piles into glacial till. The piles and casings were not extracted. A detailed account of the activities is given in Report S L-3 2 0 5 (Ref. 2 -3 ) . The preconstruction activities which are summarized on Table 2-3 and Figure 2-9, consisted of:
- 1. Installation of two piles with the aid of jetting at locations 5 and 9 as shown in Figure 2-9. Jetting was performed from the ground surface (at elevation
+20.5) to the final pile tip elevation cf -146.5 at location 5 and to elevation -105 at location 9; using jet pressures at or near 300 psig with discharges of approximately 600 to 800 gallons per minute.
i 2 -11
SARGENT & LUNDY ENG1NEERS CMICAGo
- 2. One hole was drilled at location 4 with a 12-inch dia eter auger to elevation -113.5. Jetting was performed though the auger stem with discharge at the tip to assist the augering operation.
- 3. Four piles were installed through predrilled holes at locations 7, 8, 10 and 16. The auger holes were drilled with a 12-inch diameter continuous flight auger, but no jetting was used to assist the augering operation. Vibratory and impact type (Vulcan 016) hammers were utilized to drive the piles to their final elevations.
- 4. One hole was drilled to elevation -100 at location 15, utilizing a 12-inch diameter continuous flight auger. The auger bit broke at elevation -110. The bit was not recovered and the hole was backfilled and abandoned.
- 5. One pile was driven to elevation -134.5 at location
- 3. A vibratory hammer was used to advance the pile to elevation -93.4. A Vulcan 016 hammer was used to drive the pile from elevation -93.4 to elevation
-134.5.
- 6. Nine, 22-inch diameter casings were installed at locations 1, 5, 6, 7, 8, 9, 14, 15 and 16 to elevations ranging from -10.5 to -12.8. The purpose of the casings was to support the walls of the predrilled holes through the eolian and beach sand deposits. At locations 1 6 and 14 no activity took place after driving the casings.
2-12
SARGENT & LUNDY ENGINEERS cmcAco Two soil borings, P2C-1 and P2C-2, were drilled in October, 1978 to evaluate the effects of preconstruction activity on soil conditions in Area C. The boring loca tions are shown on Figure 2-9. Plots of SPT N-values against depth and the corresponding stratigraphic columns for these borings are shown in Figures 2-10 and 2-11. Boring logs are presented in Appendix 2-A. Stratigraphy determined from these borings agrees with the generalized cross-sections presented in Report SL-3629 (Ref. 1-1). SPT N-values for the sand lenses in the interbedded sand / clay stratum that are significantly dif ferent from the undisturbed values are also summarized and shown adjacent to the boring locations on Figure 2-9. Boring PZC-1 is located approximately six feet south of pile location 9 where jetting was performed to elevation
-105. Boring P2C-2 is located approximately four feet southwest of pile location 5 where jetting was performed to elevation -146.5. Standard penetration resistances (SPT N-values) obtained at these two boring locations indicate that soil disturbance caused by the jetting operations was most pronounced between elevations -40 and
-30. At boring PZC-1, the blow count data show that below elevation -80 the soil disturbance was negligible.
At boring location P2C-2, the blow count data indicate that soil disturbance, particularly with the clay layers is believed to extend as far down as elevation -120. This observation appears reasonable since Boring P2C-2 is 2-13
SARGENT & LUNDY ENGlNEERS C HIC AGO only 4 feet away from location 5, where jetting was performed to elevation -146.5. However, in all cases, with the exception of one SPT N-value of 23 in Boring PZC-1 at elevation -50, the sand lenses within the interbedded deposit, where the soil disturbance was most evident, showed N-values in excess of 30 blows per foot. Therefore, the extent of disturbance is limited, insofar as its effects on liquefaction potential. Two indicator piles, RWD-140 and RWD-143, were driven in Area C (Ref. 1-4). Both piles were driven to elevation
-62 without meeting the driving criteria. The blows per last foot of penetration for each pile were 24 and 19, respectively. Neither pile exhibited an increase in driving resistance when the interbedded sand / clay scratum was encountered at about eleva tion -30. These results were expected since indicator pile RWD-140 was approximately five feet from location 9 where jetting was performed to elevation -105, and indicator pile RWD-143 was approximately one foot from location 8 where a 12-inch hole was augered to elevation -110.5 to facilitate pile installation. Based on driving behavior, Figure 2-9 summarizes the zones where the indicator piles encountered sandy soils that appear to have been af fected by the preconstruction activities to such an extent that the resistance to liquefaction is reduced.
2-14
SARGENT & LUNDY ENGlNEERS CHICAGO Based on a review of all the above data, the soil dis-turbance resulting from jetting extends to a significant depth (elevation -80 (Boring PZC-1) and -86 (Boring P ZC-2) ) ; however, it appears to be localized in areal extent to the immediate area surrounding the jetting. It is believed that preaugering only disturbed the soils immediately surrounding the auger hole and therefore is localized. 2.2.4 Area D Preconstruction activities were performed in Area D which is located in the northwest portion of the Auxiliary Building. (April 1975) Table 2-4 and Figure 2-12 summarize the preconstruction activities. A detailed account of the preconstruction activities in this area is given in Report SL-3205 (Ref. 2-3). The purpose of the preconstruction activities was to evaluate procedures for installing piles into the glacial till. Four piles were installed in Area D. Piles 17 and 20 were installed with the assistance of jetting during driving. Jetting was performed with jet pressures of 200 to 300 psig and discharges of 600 to 800 gallons per minute. At location 17, jetting was performed to elevation -73 while at location 20, jetting was performed to slevation
-153, which is the top of bedrock at this location. The other two piles installed at locations 22 and 25 were driven through predrilled holes. Predrilling was 2-15
._. - _ . . -__ = - . _
SARGENT & LUNDY ENGINEERS CHICAGO achieved with a 12-inch diameter auger. Jetting, with i pressures ranging from 150 to 300 psig, through the stem i of the auger, was used to assist the augering operation. The auger holes were advanced to elevation -117 at pile location 22 and to elevation -115 at pile location 25. Three soil borings, PZD-1, PZD-2 and PZD-2A, were drilled in October, 1978 to investigate the effects of the pre-construction activities on the soil conditions in Area D. Figure 2-12 shows the boring locations. Plots of SPT N-values against depth and the corresponding stratigraphic column for these borings are presented on Figure 2-13 and 2-14. Boring logs are presented in Appendix 2-A. 1 The stratigraphy determined from these borings agrees with the generalized cross-sections presented in Report . SL-3629 (Ref. 1-1). SPT N-values for the sand lenses in the interbedded sand / clay stratum that are significantly dif ferent f rom the undisturbed values are also summarized and shown adjacent to the boring locations on Figure 2-12. In Boring P2D-1, which is located approximately 4 feet east of pile location 20, three sand lenses were encountered below the glacial lacustrine clay, between elevations -63 and -75, -82 and -109, and -114 to -119. In all cases the standard penetration resistances were in excess of 80 blows per foot indicating no effects of jetting. Boring PZD-2 is located approximately one foot from pile location 17, where jetting was performed to elevation -73. The boring hit the pile and could not be 2-16
SARGENT & LUNDY ENG1NEERS cM:cAGO advanced further than approximately elevation - 70. This berehole was therefore abandoned and a replacement boring, PZD-2A, was drilled approximately 3.5 feet west of pile 17. No samples were taken in this boring until it was advanced to elevation -63. A composite stratigraphic column utilizing the results of both borings is shown in Figure 2-14. It can be seen that a thick sand layer was encountered f rom eleva tion -62 to -102. Relatively lower i penetration resistances, N = 3 and 41, were encountered in Boring PZD-2 at elevations -63 and -68, respectively. However, significantly higher penetration resistances were encountered at these elevations in Boring PZD-2A. It is therefore concluded, that the relatively lower penetration resistances recorded in Boring PZD-2 at elevations -63 and -68 were the result of the boring
- i approaching the pile; however, even if these low penetration resistances were the consequence of disturbance caused by jetting at pile location 17, it is clear from the results obtained in Boring PZD-2A that this disturbance is extremely localized.
Based on the results obtained from the boring, it has been concluded that the disturbance in this zone is very localized around the point source of preconstruction activity. 2.2.5 Area E Preconstruction activities were performed in September, 1977 in Area E, which is located in the southeast corner 2-17 I
SARGENT & LUNDY ENGINEERS c,......... of the Service Building. Eight piles were installed using continuous jetting and vibrating. Figure 2-15 is a plan view showing locations of the jetted piles, indicator piles and soil borings in the area. i Table 2-5 and Figure 2-15 summarizes the preconstruction activities. Jet pressures of 200 to 300 psig with discharges of 600 to 800 gallons per minute were used. Jetting was continuous f rom the ground surf ace, elevation
+3, to elevations ranging from -120 to -123. The jetted piles were finally driven to meet the required driving criteria at elevations below -130.
Eight soil Borings, (67W, 70W-1, 73E, 85E-1 and Borings . PZE-1 through PZE-4), were subsequently drilled in Area E to investigate the ef fects of preconstruction activities. Plots of SPT N-value versus depth and corresponding stratigraphic columns for all the borings are presented on Figures 2-16 through 2-23. Boring logs are presented in Appendix 2-A. A cross-section through the jetted piles, showing stratigraphic column of borings relative , to the jetted piles, is presented on Figure 2-24. SPT N-values for the sand lenses in the interbedded sand / clay stratum that are significantly different from the undisturbed values are also summarized on Figure 2-15. Borings 67W, 70W-1, 73E and 85E-1 were drilled in November 1977, approximately six weeks after the eight piles in this area were installed, as a part of the then 2-18
SARGENT & LUNDY ENGINCERS C MIC AG O ongoing program investigating the acceptability of the jetting and vibrating to assist pile installation. As the method of pile installation was subsequently changed to conventional impact driving, the results were never finalized. Borings PZE-1 thrcugh PZE-4 were drilled in October 1978, prior to the start of the field program. " These borings, provide the most definitive data (out of all five preconstruction areas) on the extent and magnitude of soil disturbance. The localized effects of the jetting operations can be visualized qualitatively f rom Figure 2-25, which combines the SPT N-values for all soils encountered in borings at varying distances from the jetted piles. Generally, Figure 2-25 shows that the f arther away the boring is located from the jetted piles, the higher are the SPT N-values. For the sand lenses that were encountered in these borings, the disturbance effect with distance from the jetting operation is discussed as follows: Most Distant Borinc: Boring PZE-3 (Figure 2-22) is located approximately 25 feet away from Pile SE-61, the nearest jetted pile. The sands in the interbedded zone are very dense and corresponding SPT N-values generally exceed 64 blows per foot. Intermediate Distance Borincs: Borings PZE-1 and PZE-2 are located six and eight feet respectively, from the nearest jetted pile. The sands in the interbedded zones are medium dense to very dense with N-values ranging from 25 to over 100 blows per foot. 249
SARGENT & LUNDY ENGlNEERS Chic AGO Borings Located Between Jetted Piles: Borings 67W, 70W-1, 73E, 85E-1 and PZE-4 are located between and adjacent to the jetted piles and represent the maximum disturbance in Area E (see Figure 2-15). The interbedded sands between the piles are locally very loose as can be seen from data summarized on Figure 2-25. On six occasions, the split spoon sampler dropped under the combined weight of the drillrods and the 140 pound hammer. The influence of the jetting activities is also seen in the driving resistance of the indicator piles. Six indicator piles (SF-20, SP-31, SF-34, SF-63, SF-66 and RWC-109 (Ref. 1-4)) were driven in the vicinity of jetted piles in Area E (Figure 2-15). Indicator piles SF-66 and RWC-109, which are located approximately 15 and 40 feet, respectively, away from the nearest jetted piles, met the required driving resistance within the expected penetration into the interbedded sand / clay bearing stratum, without any evidence of reduced driving resistance. Driving of piles SF-20 and SF-34, which are from 10 to 20 feet away f rom the nearest jetted piles, was suspended af ter reaching elevations -61 and -83, respectively, without meeting the required driving criteria. Pile SF-31 and SF-63, located approximately four feet away from the jetted piles, were driven to below elevation -130 before meeting the required driving criteria. 2-20
l l SARGENT & LUNDY ENGINCERS CHICAGO The driving behavior of the indicator piles is consistent with the jetting activities. For piles driven close to the jetted piles, it is expected that the piles would likely be driven into the glacial till, beyond the maximum depths of jetting, before meeting the required driving criteria. Similarly, based on the boring data, sandy soils between the jetted piles are likely to be suspectible to liquefaction if the density is not improved. 2.3 Further Evaluation in Area E Since the extent and degree of preconstruction disturbance are the greatest for Area E, it was selected for further evaluation with respect to liquefaction potential and the feasibility of driving closely spaced H-piles for densification of the loose to medium dense disturbed sands. Verification borings were drilled af ter the completion of the insitu densification program to de-monstrate the effectiveness of the densification method to eliminate liquefaction potential in the preconstruction areas. 2.3.1 Evaluation of Licuefaction Potential Liquefaction potential of Area E was evaluated using correlations presented by Seed (Ref. 2-4) relating effective cyclic stress ratios known to be associated 2-2]
4 SARGENT a LUNDY ENGINEERS CHICAGO with liquefaction or no liquefaction in the field and the average modified penetration resistance, N1, of the sand strata involved for various magnitude earthquakes. This relationship is reproduced in Figure 2-26 and is based on a comprehensive collection of site conditions at various locations where liquef action or no liquefaction was known to have taken place. Based on consultation with Dr. Seed, it was concluded that a f actor of safety of 1.5 based on SPT N-values, should be maintained to prevent liquefaction. 2.3.1.1 Methodoloav The following procedure was used to evaluate liquefaction potential in Area E: Steo 1 Determine the ef fective cyclic shear stress, induced by the postulated SSE (Magnitude 6, maximum ground acceleration = 0.2g; Ref. 2-5) at the site throughout the depth of the soil profile. These stresses were computed using three selected accele-ration time histories of recorded earthquake motions (Ref. 2-6). Two different approaches were used to model the soil in the disturbed zone. Approach I conservatively models the disturbed zone as a uniform horizontal layer of disturbed soil throughout the entire site (Figure 2-27) . In this approach, the soil strata above and below the 2-22
__ _ _ _ .m. _ . _ . s SARGENT & LUNDY ENGfNEEMS CHICAGO to those of 45 percent relative density sand as given by Seed and Idriss (Ref. 2-7). This relative density was estimated from the SPT N-values in the sandy soils within the interbedded sand / clay strata from the five borings between the jetted piles, using Gibbs and Holtz (Ref. 2-6) correlations I between relative density and effective overburden pressure. i The earthquake induced cyclic shear stresses were then computed using the computer program SHAKE (Ref. 2-9). , Approach II realistically models the disturbed zone to account for its limited lateral extent (Figure 2-28). The limited lateral extent of the disturbed zone is taken into account by assuming that the-strains developed in the disturbed zone are the same as those developed in the adjoining soil mass. The shear moduli and damping ratios for the undisturbed l soils shown on Figure 2-28 for Soil Profiles A and 3 are given in Report SL-3629 (Ref. 2-1). The shear moduli for the disturbed zone shown in Soil Profile B is equivalent to that reported by Seed and Idriss (Ref. 2-7) for sands with 45 percent relative
- densiry. The induced effective shear strains are determined for the depth of Soil Profile A, using
- the computer program SHAKE. The effective cyclic i
i 2-22 I
m SARGENT& LUNDY ENGINEERS CMeCAGO shear stresses in the disturbed zone, as modeled in Soil Profile B, are computed as the product of the effective shear strains computed by SHAKE and the corresponding shear modulus for 45 percent relative density. Descriptions of the two approaches, the seismic input to the SHAKE computations and results of these 4 computations are presented in Appendix 2-B. Steo 2 Compute the induced effective cyclic stress ratio, 7
/r'y where m'y is the effective overburden pressure. For Area E, T' y was calculated from the bottom of the foundation slab in the Service Building, elevation +8.0 feet. The groundwater elevation was taken at elevation +25, i.e., the maximum groundwater level expected during plant operation (see Figures 2-27 and 2-28). By computing ,
f y f rom elevation +8.0, it is conservatively assumed that all load from the structure is transferred to the pile tips and no load transfer occurs between the bottom of the mat and the soil above the pile tips. Steo 3 Determine the required N y -values throughout the
; depth of the soil profile for liquefaction-prone sandy soils so that the factor of safety against liquefaction is 1.5. The required N1 -values are 2-24
SARGENT & LUNDY ENG1NEERS C HIC AGO presented on Figure 2-29, which is based on the data for a Magnitude 6 earthquake, presented on Figure 2-26. The curve shown by the solid line in Figure 2-29 corresponds to a factor of safety equal to 1.0 against liquefaction for a Magnitude 6 earthquake. The curve shown by the dotted line represents a factor of safety of 1.5 which is defined as the cyclic stress ratio for a factor of safety of 1.0 divided by 1.5 for each modified penetration resistance. Therefore, to compute N y for a safety factor of 1.5 at any depth, the effective cyclic stress ratio at that depth is computed and the corresponding N y is read from the dotted line on Figure 2-29. Sten 4 Reduce soil boring da ta by conver ting SPT N-values to N y for sandy soils in the interbedded layer. N ., is defined as N x C N were N is the SPT blow count measured in the field and C g is the appropriate correction factor which normalizes N to 1 ton per square foot effective overburden pressure. The correction factors used for these liquefaction analyses are those proposed by the Waterways Experiment Station (W. E. S) (Ref. 2-10). Figure 2-30 reproduces the curves developed by W.E.S. The more conservative curve for 40 to 60 percent relative density was used to determine the correction factors (C3 ) used in the analyses. Plots of N 1 vs. depth 2-25 _ _ _ _ _ _ . _ _ _ _ , _ _ _ _ _ _ _ . _ _ _ _ _ _ . _ -. . . _ . - ___ _ _ . _ _ . . _ _ . _ , __,7
SARGENT & LUNDY E N G 1 N E t' R S CMcCauo for all borings are shown on Figure 2-31 through 2-38. Steo 5 Liquef action potential for any boring is evaluated by plotting the !I y-values of sandy soils from the Standard Penetration tests against depth and comparing the data with the 11 1 curve for a factor of safety of 1.5, based on the conservative Approach I. When the data lies to the right of the curve, then the stratum possesses a factor of safety greater than 1.5 against liquefaction. 2.3.1.2 Results of Licuefaction Analvsis The purpose of the liquefaction analysis was to determine the vertical and lateral limits of any potentially liquefiable soil within Area E, as a result of the , jetting activities. The results of the liquefaction analyses demonstrate that there is an adequate safety factor against liquefaction (greater than 1.5) at dis-tances of six to eight feet from the jetted piles in Area E based on soil conditions encountered in Borings PZE-1 tnrough PZE-3 ; but immediately around the eight jetted piles, typified by Borings PZE-4, 67W, 70W-1, 73E, and 85E-1, localized liquefaction could develop for the postulated SSE event. This conclusion is demonstrated in Figures 2-39 and 2-40, which shos modified penetration resistances, ti l, plotted versus depth, respectively, for Borings PZE-1 and PZE-2, and Borings PZE-4, 67W, 70W-1, 2-26
SARGENT & LUNDY ENG1NEERS C re l O A G O 73E and 85E-1. Also shown on these figurec are the Ny -values rec:ui red for a factor of safety of 1.5 as determined by Approaches I and II ( Appendix 2-B) . Figure' 2-37 shows N y versus depth for PZE-3 which is 25 feet from the nearest jetted pile. As seen in this figure, all Ny -values greatly exceed the Ny required for a factor of safety of 1.5. Figura 2-39 shows N y versus depth for PZE-1 and PZE-2 which are six and eight feet, respectively, from the nearest jetted pile. As seen on this figure, the minimum safety factor is 1.5. Therefore, it is concluded that liquefaction potential does not exist at distances greater than six feet from the jetted piles. Figure 2-40 shows the N y versus depth for Borings PZE-4, 67W, 70W-1, 73E and 85E-1, which are located between the jetted piles. Examination of this figure indicates that sandy soils in these zones have safety factors less than 1.5 against liquefaction throughout the depths of the interbedded sand / clay strata. 2.3.2 Insitu soil Imorovement 2.3.2.1 General On the basis of the liquefaction analyses presented in Section 2.3.1, a field program was initiated to densify the sandy soils to increase the factor of safety against 2-27 i
.. __. _ .. . _ , . . _ . - . . _ _ , , . , - - _m, - _ _ - _ . -
m .._ . __ _. _ . , _ . . _ . -- . ._ _ _ _ _ _ _ _ . . - _ _ _ _ . _ ._ 3 SARGENT & LUNDY E N GIN E C R S CHIC AGO I liquefaction to greater than 1.5. The program consisted of driving 95 foot 14HPll7 densification piles at close spacings to increase the penetration resistance of the disturbed sands to the minimum N1 -values corresponding to t a factor of safety of 1.5 established in Section 2.3.1. As stated earlier, Area E was selected for the insitu soil improvement experiment since it was the precor.struction area wher- Jetting was most extensive and therefore would represent the " worst case" situation. Since the purpose of this program was to demonstrate the ef fectiveness of driving H-piles for densification in the areas affected by jetting, only a small area within Area E, where the degree of disturbance wa. considered to be the greatest, was investigated. i During the investigation of Area E, alternate methods of improving foundation soils were examined. One e il alternative considered was the use of Franki displacement piles, which has been used successfully at the Beaver Valley Power Station for DuQuesne Light & Power. At Beaver Valley Franki piles were used to densify a loose gravely sand layer which occurred at a depth of approximately 75 to 90 feet. A 21-inch diameter casing was driven to the top of the loosened layer by the use of a diesel pile driving hammer. The concrete injected into the loosened soils consisted of zero slump concrete. The 2-25 ' y,,--. y - - _.
, - . _ _ _ . -- , -- ,---,_w... -
,r_,.~ ,,r.- ,m y _,-w- 1 %, ,
SARGENT & LUNDY ENGINEERS CHICAGQ concrete was displaced by dropping a seven thousand pound hammer through a distance of 25 feet. For the application at the Bailly station, special consideration would be required since the maximum penetration would exceed 100 feet. Based on our past experiences with driving and our experience in installing casings for borings at the Bailly site, difficulty would be expected in installing the casing thrcugh the generally very dense /hard interbedded sand / clay stratum. Thus, although l the pressure injection technique was successful at the Beaver Valley Power Station, this technique is not considered viable for the Bailly site. Other alternative soil improvement methods (driving displacement piles such as closed-end pipe or precast concrete piles) were also considered for densification of the disturbed sandy soils; however, based on the driving behavior of 14HPil7 piles, it was considered that it would be extremely doubtful that a displacement type pile would be able to penetrate the required depths for general use in all areas of the site where densification is required. It was, therefore, decided to drive closely spaced H-piles for densification. 2.3.2.2 Descriotion of Procram - Procedures [ l The program consisted of driving two staggered rows of l nine 14HP117 indicator piles, 95 foot long. Pile spacing in each row was one pile size or 14 inches. Figure 2-41 shows the locations of the piles, relative to the jetted piles, earlier indicator piles, future production piles l 2-29 [ _
t i SARGENT & LUNDY ENGfNEERS C HIC AGO i and pre- and post-densification borings. Nine of the densification piles are located outside of the Category 1 I building line and nine are located in the Service Building, straddling the row of the jetted piles. The piles located outside the building line were not part of the original indicator pile program, as suggested by the NRC Staff. The south row of 9 piles located outside the building line was driven first, from east to west in a staggered pattern to maximize soil densification effects near the jetted piles. The sequence of driving is noted on Figure 2-41. This same staggered sequence of driving was used for the north row of densification indicator piles. Driving of these 18 piles was accomplished over a three day period, from October 30, 1978 to November 1, 1978. Because loose to medium dense disturbed sands were encountered in the exploratory borings primarily above elevation -80, 95-foot pile sections were driven to approximately eleva tion -82. It was intended that, if successful, this densification method would be used for all areas and depths where an inadequate factor of safety (i.e., factor of sa f e ty than less 1.5) against liquefaction exists for the sandy material. Plots of driving resistance versus depth for these 18 piles, numbered as shown i,n Figure 2-41, are presented in 2-30
SARGENT & LUNDY E N G1N E E R S CHICAGO in Appendix 2-C. As expected most of the piles did not meet the required driving resistance within the depth driven (90 - f eet) , because of the close proximity of the piles to the piles which were jetted to below elevation
-120. However, piles 1 through 4, which were the last four piles driven, met the required driving resistance i
with normal penetration into the bearing stratum. This ) localized behavior is attributed to the non-uniform effects of jetting activities. Since the main purpose of the program was to improve the density of the disturbed sands between the two rows of piles sufficiently to eliminate liquefaction potential, verification borings were drilled and SPT N-values were obtained to evaluate the effects achieved as a result of the densification pile program. The following section presents the method and results of the evaluation. 2.3.3 Verification Procram 2.3.3.1 Soil Borincs Upon completion of driving all eighteen piles, verification horings PZE-5 through PZE-7, were drilled between the two rows of piles to evaluate the results of soil densification in the area of maximum soil disturbance. SPT N-values were obtained at 5-foot intervals with depth until the interbedded deposit was 2-31
SARGENT & LUNDY ENG1NEERS CMICAGO reached. Thereaf ter, SPT N-values were obtained at 21/2 foot intervals. Plots of SPT N-values against depth and the corresponding stratigraphic column of these borings are shown on Figures 2-42 through 2-44. Logs for these borings are presented in Appendix 2-A. s 2.3.3.2 Effects of Densification For ease of comparison with the results of the liquefaction analysis, the insitu N-values for sandy soils in the interbedded sand / clay stratum in the three verification borings have been normalized with respect to an ef fective overburden pressure of one ton per square foot as described in Section 2.3.1. The resulting N-values are plotted against depth on Figures 2-45 through 2-47. Figure 2-48 is a composite plot showing the N y values for all the three borings with respect to depth. Comparison of Figure 2-48 with Figure 2-40, which shows the Ny values of cohesionless materials encountered in borings drilled between the jetted piles prior to driving piles, reveals a significant increase in the penetration resistance to a depth of 90 feet (Elevation
-80) as a result of driving the piles to such depth.
Figure 2-48 also shows that all cohesionless soils within the interbedded stratum encountered in the verification borings possess safety factors of greater than 1.5 against liquefaction. 2-32
SARGENT & LUNDY ENGlNEERS CHICAGO Immediately beneath the upper glacial lacustrine clay, a very limited zone of sand in boring _ PZE-5 appears to have , a f actor of safety against liquef action of less than 1.5, according to the very conservative analytical model (Approach I, Section 2.3.1). This portion of sand, however, still possesses a factor of safety of about 2 according to a more realistic approach of analysis ( Approach II) , and is considered acceptable. It is, therefore, concluded that the densification process which utilizes closely spaced H-piles is effective. Similar improvements were also observed in the beach sand as a result of driving these densification piles, and these improvements are expected at greater depths by driving the piles deeper into the soil stratum. 2.3.3.3 Soecial Conditions Encountered in the Verification Borings Figure 2-24 presents a cross-section along the row of jetted piles in Area E, showing the soil types, SPT N-values encountered in each boring, and the embedment i geometry of the jetted piles. During the drilling of the verification borings, two drill rod drops were experienced in borings PZE-5 and PZE-6, located between the jetted piles (Figure 2-41). Communication of drilling fluid between unbackfilled borings was also noted. The drill rod drop of 2.5 feet in 2-33
SARGENT & LUNDY ENGINEERS CHICAGO boring PZE-5 was encountered at elevation -120, immediately below the maximum depth of the jetting activities for the two adjacent piles. This zone, however, was above the tip of nearby Pile No. SE-70 which was driven to the required criteria after jetting. The drill rod drop in Boring PZE-6 was approximately 29 feet; from elevation -100, above the maximum depth of jetting activities, to elevation -129, below the depth of jetting but above the tip of the adjacent final-seated piles. After the drill rod drop in PZE-6, the borehole was kept open with drilling fluid. Various borehole measurements were made for the purpose of assessing the size and nature of this zone. A gyroscopic borehole survey was employed to define the orientation of the borehole. The results of these measurements indicate that at ' elevation
-97 (the maximum depth penetrable with the gyroscope),
the borehole was 1.12 feet south and 1.04 feet east of the surface location of the borehole. It appears that the borehole of PZE-6 at elevation -97 was near the flange of pile No. SE-70 (Figure 2-24) . A Birdwell 3-arm caliper log and a Gamma-Gamma density log were used to measure the size of the borehole in the zone where the drop of drill rod occurred. The results of the 3-arm borehole caliper for boring PZE-6 are shown 2-34
SARGENT & LUNDY E N G1 N E E R S C HIC A GO on Figure 2-49. The borehole of PZE-6 was generally 4 to 5 inches in diameter. At depths of 30 and 100 feet (elevation -22 and -92, respectively), it was noted that two 2 foot zones of the borehole had diameters from 6 inches to greater than 9 inches. This is possible due to erosion of sand layers in the soil as the result of the jetting and drilling operations. The general variation of the borehole dimensions was confirmed qualitatively by the results of Gamma-Gamma density measurements as shown on Figure 2-49; i.e. , as the equivalent borehole diameter measured by the Birdwell 3-arm Caliper increased, the density as measured by the Gamma-Gamma device decreased, and vice versa. In addition, during the drilling of Boring PZE-6, as well as during the preparation for borehole measurements, it was noted that the drill rod rattled frequently below elevation -90, apparently because of drilling adjacent to an in-place pile.
/
Based on the results of these measurements and observations, it may be concluded that borehole PZE-6 was drilled immediately adjacent to Pile SE-70, below elevation -90. Evidence is very strong that the borehole merged into the unbackfilled borehole of Boring 70W-1, drilled in 1977 between the flanges on the west side of this pile. This borehole was not backfilled. The e dimensions of the borehole, where the rod drop was noted, 2-35
t 4 SARGENT & LUNDY ENG1NEERS CH3CAGO were normal and generally 4 to 5 inches in diameter, which tends to confirm this conclusion. The limited zone of the drill rod drop at elevation -120 in Boring PZE-5 was not investigated through borehole ; measurements. Boring PZE-5 was backfilled with cement-Bentonite GLout immediately upon completion of the boring. It is suspected that the bit drop was caused by the previous jetting activities which washed out a limited zone of sand located immediately below '*9 depth of jetting. Since this condition was noted while drilling verification borings, it is believed possible a that similar conditions can exist in preconstruction areas where extensive jetting occurred. Communication of drilling fluid between unbackfilled borings in preconstruction Area E was observed during previous as well as recent drilling operations. A colored drilling fluid was used in an attempt to measure the volume of borehole PZE-6, and was observed in Boring { PZE-7, which was unbackfilled at the time of measurement. A total of approximately 80 cubic feet of the colored drilling fluid was used before the colored fluid in both boreholes (PZE-6 and PZE-7) began to overflow. The quantity of colored drilling fluid required to fill both i boreholes was believed to be the result of communication with other disturbed zones in Area E that were affected by the past jetting activity. Part of the colored fluid i I 2-36
SARGENT & LUNDY ENGtNEERS CHIC &GO might also have filled disturbed zones similar to that encountered in Boring PZE-5 below the depth of previous jetting activities. Based on the results of the Birdwell 3-arm Caliper survey, the average borehole diameter for Borings PZE-6 and PZE-7 was about 5 inches. It would require approximately 40 cubic feet of the colored drilling fluid to fill these two borings. Therefore, approximately 40 cubic feet out of the 80 cubic feet of the colored drilling illing adjacent disturbed zones. The communication is believed to occur mostly in .the upper portion of the boring, especially immediately below the upper glacial lacustrine clay where the top portion of the sand layer was eroded or loosened due to the jetting and drilling activities. This mode of communication is demonstrated by the Birdwell 3- arm 4 caliper measurements in Borings PZE-6 and PZE-7, as shown on Figures 2-49 and 2-50, respectively. Limited zones having a larger diameter were recorded in both borings at the same elevation (eleva tion -22) immediately below the upper glacial lacustrine clays. 2-37
SARGENT & LUNDY ENG3NEERS C HIC A GO 2.4 Remedial Procram i 2.4.1 General Based upon the conditions in each preconstruction area and the results of the driving of closely-spaced H-piles in Area E, a remedial program has been developed which provides a conservative solution to the preconstruction activities in all preconstruction areas. The major ob-jective of the program is to densify, if required, the localized disturbed soil zones surrounding the point source of disturbance, in order to prevent liquefaction and to provide satisfactory foundation support for the production piling. The densification will be achieved by driving closely-spaced H-piles. In addition, a con-trolled pressure grouting program will be carried out at the point source of preconstruction activities and bor- , ings. I The remedial program will consist of the following steps:
- l. Controlled pressure grouting at locations of pre-vious activities: jetting or predrilling operations (Areas A through E); load test or anchor piles that were extracted (Areas A and B); and test borings that have not been backfilled (Area E only). The pressure grouting will be performed without packers i
i i 2-38
~
7 SARGENT & LUNDY ENG1NEERS CH3CAGO at pressures of up to 1 psi per foot of depth (mini-mum pressure equal to the effective overburden pres-sure) utilizing a cement-bentonite mixture, designed to be generally compatible with the un-drained shear strength of the clays in the interbed-ded bearing stratum. Four-inch diameter grout holes will be drilled in a grid pattern in the area imme-diately surrounding the point source of disturbance as described above. The lateral extent will be con-servatively based on the knowledge of preconstruc-tion activities and subsurface conditions in the area. The grout pipe will first be inserted into the bottom of the grout hole. The grout will then be pumped under the required pressure with the grout pipe maintained at the bottom of the grout hole. When the grout rises to the top of the grout hole, the grout pipe will be withdrawn. The with-drawal rate will be such that the grout hole will, at all times, be filled with grout while the required pressure is maintained.
- 2. Drilling supplementary test borings to define the lateral and vertical limits of the densification
. program.
SPT N-values will be obtained from these borings at 5-foot intervals until the interbedded 2-39
SARGENT & LUNDY ENGINEERS CHicAco sand / clay bearing stratum is reached. Thereafter, the SPT N-values will be obtained at 2\-foot inter-vals. These borings will be drilled approximately 10 feet beyond the maximum expected depth of distur-bance in each area. Where the preconstruction activities extend to bedrock, the borings aill be terminated at the bedrock surface. Liquefaction analyses are being performed in each preconstruction area, using procedures similar to those performed in Area E, to establish the minimum required SPT N y -values to prevent liquefaction, with a factor of safety of 1.5. A plot of these SPT N-values versus depth will be prepared for each area, corresponding to the effective overburden pressure for various ground water conditions, in accordance with the procedure presented in Step 4 of Section 2.3.1.1. If the SPT N-values from the bor-ings exceed the analytical values, i.e., factor of safety greater than 1.5, densification piles within the proximity of the supplemental borings are not required. If the factor of safety is less than 1.5, Step 3 (driving densification piles) will be carried out at predetermined locations. Also, additional supplementary borings will be subsequently drilled 2-40
SARGENT & LUNDY ENGINEERS CHIC A GO to redefine and confirm the adequacy of the limits of the densification program.
- 3. Driving densification piles (closely-spaced H-i piles) in the potential liquefaction zones, if re-quired. The extent of this operation will be con-servatively based on the nature and extent of pre-construction activities, conditions of soils obtained from existing and supplementary borings, driving behavior of indicator piles, and lique-faction analyses.
- 4. Drilling verification borings to confirm the ade-quacy of the remedial operations, as requried.
Procedures to be used for these borings will be similar to those outlined for the supplementary bor-ings. The adequacy of the densification operations will then be evaluated based on the criteria of minimum SPT N-values required to prevent liquefac-tion. The criteria will be established using the most conservative approach, in order to envelope all possible conditions in each preconstruction area. Any sandy zone where the SPT N-values obtained from the verification borings indicate a f actor of safety of less than 1.5 according to the criteria estab-2-4]
SARGENT & LUNDY ENGlNEERS CHLC ACO lished for the most conservative approach, will be re-evaluated. .A liquefaction analysis will be per-formed specifically for the conditions encountered in the verification boring in order to obtain a more realistic assessment of factor of safety against liquefaction.
- 5. Driving production piles to the sptmified driving criteria.
2.4.2 Program for Area E 2.4.2.1 General Program As a result of the extensive investigations and evalua-tions in Area E, a remedial program has been developed for Area E which includes a commitment to the above pre-scribed remedial operations. The remedial program is conservatively based on the nature and extent of the preconstruction activities, information obtained from existing borings, and records of indicator piles driven. For ease of reference, this information has been summarized on Figure 2-15. Figures 2-51A through 2-51C present a detailed plan for the reme-dial program in Area E. Figure 2-51A shows the locations and depths of the 4-inch diameter primary and secondary grout holes relative to the jetted piles. Figure 2-51B 2-42
sARGENT & LUNDY ENGINEERS CHICAGO
- shows the locations and tip elevations of densification piles. Also shown in Figure 2-518 are the locations of contingency densification piles, supplementary borings, and verification borings. The contingency densification piles will be installed in the event that the supplemen-tary borings show zones of soil disturbance which would result in a factor of safety against liquefaction lower than 1.5. Figure 2-51C is a composite of the total reme-dial program. Following is a brief outline of the proce-dures
- 1. Drill and grout 4-inch d iame te r primary grout hole in between the pile flanges, one on each side of the web of the jetted piles, to the depth as shown. In addition, grout holes will be drilled at the loca-tions of previously unbackfilled borings (Borings 67W, 70W-1, 73E, 85E-1, PZE-6, and PZE-7).
- 2. Drill and grout 4-inch diameter secondary grout holes, approximately 1.5 feet from the primary hole in the pattern and to the depth as shown in Figure 2-51A.
- 3. Drill six supplementary (Figure 2-51B) borings to a minimum elevation of -130, to define more precisely the extent and depth of densification piles re-2-43
i ' SARGENT & LUNDY ENGINEERS CHIC AGO quired: The criterion for evaluating liquefaction potential is presented in Figure 2-51D. Should any of the contingency densification piles be required based on these borings, additional supplemental bor-ings will be drilled to confirm that soils outside of !.ne area requiring densification have an adequate t factor of safety against liquefaction.
- 4. Drive Jensification piles to the predetermined mini-mum depth as shown in Figure 2-SlB. Contingency densification piles may be installed at the indi-cated locations on the basis of _results obtained from the supplementary borings.
- 5. Drill two additional verification borings to a mini-mum of 5 feet beyond the tip elevation of the nearest densification pile and at the locations shown, to confirm that SPT N-values in the most critical zones meet the minimum required, according to the results of liquefaction analysis performed
- for this area (Figure 2-51D).
The following sections describe the remedial program in Area E in detail. e 2-44
! SARGENT & LUNDY ENGlhEERS CH3CAGC 2.4.2.2 Grouting The grouting program was designed based on the fact tha t i the maximum depth of jetting in Area E extends to eleva-tion -123 and the maximum depth of unbackfilled borings (Borings 67W, 70N-1, 73E, 85E-1, PZE-5, and PZE-6) extends to eleva tion -133. Therefore, grouting will be performed to eleva tion -130, except at the boring loca-tions where grouting will be extended to elevation -133.
Since the jetting influence was most significant near the jet pipe, which was attached along the east side of the pile web, two primary grout holes, one on each side of the web, will be drilled and grouted. Furthermore, in order to assure further improvement of soils immediately surrounding the point source of jetting, secondary grout holes will be installed approximately 1.5 feet from the center of the jetted piles. At the locations of previ-ously unbackfilled borings, a grout hole will also be drilled and grouted. This grouting program (as shown in Figure 2-51A), provides a very complete coverage in the most severely disturbed zone. 2.4.2.3 Densification Piles Following grouting, densification piles are to be driven to eliminate the liquefaction potential of disturbed sandy soils. The exact extent and depth of the densifi-2-45
SARGENT & LUNDY ENGtNEERS CH1CAGO 4 cation program will be defined by drilling supplementary i and verification borings. The program shown in Figure i 2-513 indicates the locations where densification piles will be installed, based on the severity and extent of preconstruction disturbance as summarized in Figure 2-15. Eignteen of the planned densification piles have been in-stalled as an experiment to evaluate the feasibility of using closely-spaced H-piles for soil improvement (de-i scribed in detail in Section 2.3 and shown in Figure 2-41) . The piles were continuously driven to a uniform tip elevation of -82; this depth was determined based on information obtained from Borings PZE-1, PZE-2, and PZE-4, which indicated that disturbed, potentially liquefiable sandy soils were present primarily above ele-vation -75. Subsequent verification borings (PZE-5 through 7) showed that the sandy soils within the area confined by the densification piles have been adequately densified, and tha t no liquefaction potential exists j within zones penetrated by the densification piles, as well as in zones below the piles. Liquefaction potential was evaluated based on the criteria established by the liquefaction analyses (Section 2.3.1 and Figure 2-51D) . Based on the results of the densification experiments and 4 the conditions in other portions of Area E, additional a 2-46
SARGENT & LUNDY ENGINEERS C H IC A G O densification piles (shown in Figure 2-513) will be driven to a minimum tip elevation of -82. However, sup-plementary borings have been planned to evalua te the liquefaction potential below elevation -82. The piles will be driven deeper if the results of the supplementary borings do not satisfy the liquefaction criteria pre-sented in Figure 2-51D. Additional supplementary borings have also been planned (Figure 2-513) at the locations of contingency densifica-tion piles to determine the lateral extent of densifi-cation requirements. Should the contingency densifica-3 tion piles be required, additional supplemental borings will be drilled to confirm that areas requiring densifi-cation have been defined. 2.4.2.4 Liquefaction Potential Criteria The criteria for the required SPT N-values to prevent liquefaction (with a factor of safety of 1.5) presented i on Figure 2-51D were prepared for the convenience of field personnel. The figure may be used in the field to l l evaluate the SPT N-value obtained from supplementary or i ! verification borings with respect to whether the extent and depth of densification piles are adequate to prevent liquefaction. 2-47
' S ARGENT & LUNDY ENGINEERS CMiCAG3 The curves on Figure 2-51D are established based on the very conservative model of analysis (Approach 1, Section
- 2. 3.1) and for various field groundwater conditions. The field personnel can use the groundwater level and SPT N-values for sandy soils encountered in each boring and compare the data with the appropriate curve to assess whether the sandy soils possess a factor of safety against liquefaction of 1.5 or greater.
2.4.3 Procram for Other Preconstruction Areas Based on the nature and extent of the preconstruction activities and the soil conditions revealed by borings and indicator piles (as presented in Section 2.2) , reme-dial programs for Preconstruction Areas A, B, C, and D have also been developed utilizing the principles and concepts described in Section 2.5.1. Applicable steps in the program will be implemented in any ar.omalous areas identified by the driving of production piling. The pro-grams were designed on the basis of the methods and procedures used in Area E which have proven successful in densifying the sand strats which were disturbed by the preconstruction activities. The results obtained give i confidence that successful results will be obtained in other preconstruction areas as well. 2-48
, . _ - , . , . . . . . ~, . _ _ _ - , - -
I SARGENT & LUNDY ENGINEERS l g CHIC AGO The following subsections present the remedial programs for Areas A through D; however, for simplicity, some of the details, such as those presented in the general reme-dial disussion (Section 2.4.1) and the discussion of Area E (Section 2.4.2), have not been elaborated. 2.4.3.1 Area A The background information for Area A has been summarized in Figure 2-2. Figures 2-52A through 2-52C present the plans for different phases of the remedial program. Liqutfaction analyses are being performed utilizing ana-lytical techniques similar to those presented for Area E i (Section 2. 3.1) . The disturbed zone will be modeled
- assuming disturbance from the top of the interbedded bearing stratum to a depth several feet beyond the maxi-mum depth of jetting. Liquefaction potential critcria will be developed in a manner similar to that presented l for Area E (Section 2.4.2.4 and Figure 2-51D) . The pro-gram is as follows
i ! 1. Drill 4-inch diameter grout holes and grout at the i I l locations shown in Figure 2-52A. At the locations where the piles have been extracred, a primary grout l l hole will be installed. Four secondary grout holes l will be installed approximately 1.5 feet from each i 2-49 l
SARGENT & LUNDY ENG1NEERS CHICAGO of the primary grout holes. At the location of I TP-6, where the jetted pile is still in place, primary grout holes will be drilled in between the pile flanges, one on each side of the web. Four secondary grout holes will be installed about 1.5 feet from the center of TP-6. The depth of grouting at each location is shown on Figure 2-52A.
- 2. Drill six supplementary borings to the elevation of the nearest grout hole, as shown on Figure 2-52B.
Liquefaction potential will be evaluated based on the liquefaction potential criteria developed for this area.
- 3. Drive densification piles at the loca tions and to the depths shown on Figure 2-52B. Contingency den-sification piles may be installed at the locations as shown, on the basis of results obtained from the supplementary borings.
- 4. Drill three verification borings at the locations shown on Figure 2-52B to confirm that SPT N-values meet the minimum required, according to the lique-faction analysis performed for this area. Figure 2-52C presents a composite drawing showing the total remedial program for Area A.
2-50 w w--rww-y w - , . ---- ,- - . , w c.-,mr-- -- +-- y-
SARGENT & LUNDY ENGINEERS cmenco i 1 1 2.4.3.2 Area B The background information for Area B has been summarized in Figure 2-6. Figures 2-53A through 2-53C present the plans for different phases of the remedial program.
- Liquefaction analyses are being performed utilizing analytical techniques similar to those presented for Area E (Section 2. 3.1) .
The disturbed zone will be modeled assuming disturbance from the top of the interbedded bearing stratum to a depth several feet beyond the maxi-mum depth of jetting. Liquefaction potential criteria J will be developed in a manner similar to that presented for Area E (Sec tion 2.4. 2 and Figure 2-51D) . The program is as follows:
- 1. Drill 4-inch diameter grout holes and grout at the locations shown in Figure 2-53A. At all the loca-tions where the piles have been extracted, a primary grout hole will be installed. Four secondary grout holes will be installed approximately 1.5 feet from each of the primary grout holes. The depth of grouting at each location is shown on Figure 2-53A.
i
- 2. Drill seven supplementary borings to the elevation of the nearest grouting depth, as shown on Figure 2-53B. Liquefaction potential will be evaluated ,
i 2-51 _ - . - , , , . ~ _ _ . - . -
SARGENT & LUNCY ENGINEERS } C HIC A GC based on the liquef action potential criteria devel-i i oped for this area.
- 3. Drive densification piles at the locations and depths shown on Figure 2-533. Contingency densifi-cation piles may be installed at the locations as
- shown, on the basis of results obtained from the supplementary borings.
- 4. Drill two verification boring s at the locations shown on Figure 2-538 to confirm that SPT N-values meet the minimum required, according to the lique-faction analysis performed for this area. Figure 2-53C presents a composite drawing showing the total remedial program for Area B.
- 2.4.3.3 Area C The background information for Area C has been summarized in Figure 2.9. Figures 2-54A through 2-54C present the plans for different phases of the remedial program.
Liquefaction analyses are being performed utilizing analytical techniques similar to those presented for Area E (Section 2. 3.1) . The disturbed zone will be modeled assuming disturbance from the top of the interbedded bearing stratum to the bedrock surface. Liquefaction 2-52
t i SARGENT & LUNDY ENGINEERS cmcAGO potential criteria will be developed in a canner similar to that presented for Area E (S ec tion 2.4.2 and Figure 2-51D). The program is outlined as follows:
- 1. Drill 4-inch diameter grout holes and groot at the locations and to the depths shown on Figure 2-54A.
At the locations where pre-augering without jetting took place and wnere piles have been installed, only two primary grout holec will be drilled; one on each side of the pile web. At locations of augered holes where no pile was installed (locations 4 and 15), 4 secondary grout holes will be used around the primary grout hole to grout the predrilled hole, as shown in Figure 2-54A. At locations where piles were installed by jetting (locations 5 and 9), two primary grout holes will be used in between the flanges, on each side of the pile web, and 4 second-ary grout holes around the pile. The secondary grout holes will be located about 1.5 feet from the center of the pile or the center of the primary grout holes.
- 2. Drill six supplementary borings at the locations shown in Figure 2-543. Tne borings will extend to a depth of 140 . f e e t (elevation -132). Licuefaction 2-53
+
m.. - . . _ . . SARGENT & LUNDY ENG1NEERS C HIC A GC l
; potential will be avaluated based on the liquefac-tion potential criteria developed for this area.
- 3. Drive densification piles to improve soil condi-tions. The densification piles are planned at the i
locations shown in Figure 2-54B. Supplementary den-sification piles will be driven, if required, at the
; locations shown. The need for densification piles at these locations vill be determined on the basis of the results of the supplementary borings.
- 4. Drill four verification borings at the locations shown in Figure 2-543 to confirm that SPT N-values meet the minimum required according to the liquefac-tion analyses performed for this area. Figure 2-54C is a composite drawing showing the total remedial program for Area C.
2.4.3.4 Area D 1 The background information for Area D has been summarized in Figure 2-12. Figures 2-55A through 2-55C present the plans for different phases of the remedial program. i Liquefaction analyses are being performed utilizing ana-lytical techniques similar to those presented for Area E (Section 2. 3.1) . The disturbed zone will be modeled
- assuming discurbance from the top of the interbedded 2-54 l
i
, - - - ,-- , ~~ - - - - --- -._e n ,w_. _ - . - -.,-n -. - - - - - , , - - - - - , - - , . , -
_. _ m . SARGENT & LUNDY ENG1NCERS CHIC AGO bearing stratum to bedrock. Liquefaction potential criteria will be developed in a manner similar to that presented for Area E (Section 2.4.2 and Figure 2-51D). The program is outlined as follows:
- 1. Drill 4-inch diameter grout holes and grout at the
! locations and to the depths shown in Figure 2-55A. Primary grout holes will be drilled in between the j pile flanges, on each side of the pile web. Four secondary grout holes will be drilled around each t pile location, approx ima tely 1.5 feet from the center of the pile.
- 2. On the basis of the very high penetration resis-tances recorded in Borings PZD-1 and PZD-2, it appears that soil densification is not required in this area; however, to eliminate any concerns rela-tive to the density of the sand lenses within the i
interbedded deposit, two supplementary borings will l be drilled at the locations shown in Figure 2-553. If the results of these two borings show that disturbed sand lenses exist which may be liquefiable according to the criteria established by liquefac-tion analysis, densification piles will be driven as shown in Figure 2-55B as a means of soil improve-l ment. However, if the borings show high penetration l 2-55
SARGENT& LUNDY cNceNcces CalCAGO resistances, no densification piles will be driven. Figure 2-55C presents a composite drawing showing the grouting prcgram as well as the contingency -den-sification piles and supplementary borings. 2.5 Summary and Conclusions Preconstruction activities and general conditions of soils in each preconstruction area have been summarized. The effacts of jetting in preconstruction Area E have i been evaluated in more detail on the basis of information obtained from soil borings. Liquef action analyses from these borings were performed in which the liquefaction potential was evaluated by com-paring the predicted soil responses at the Bailly N-1 site to published data of soil responses at other sites where liquefaction did or did not occur. The results of the liquefaction analyses demonstrate that there is an adequate safety factor (1.5 or greater) against liquefac-i tion in Area E, except for the interbedded sands that are immedia tely be tween and possibly a few feet outside of the eight jetted piles. An in-situ densification program was performed to study the feasibility of increasing the penetration resistance of the sands in the most disturbed zone in Area E so that 2-56 l
l SARGENT & LUNDY ENGlNEER5 CHICAGO the factor of safety against liquefaction is at least 1.5. Area E was chosen as a test case because this area was subjected to the most extensive jetting, based on our knowledge of the past preconstruction activities, and the condit' ions revealed by exploratory borings. Two rows of 9 closely-spaced 14HPll7 piles were driven adjacent to the jetted piles in Area E to depths of approximately 90 f ee t (eleva tion -82) . Three verification borings were drilled and standard penetration resistances were obtained within the zone to evaluate the increase in pen-etration resistance caused by driving the 18 densifica-tion piles. The results obtained from these three borings showed tha t the penetration resistance increased and the factor of safety against liquefaction is at least 1.5; therefore, it was demonstrated that driving closely-spaced 14HPll7 piles in disturbed zones is an acceptable field procedure to increase penetration resistance in a i disturhed sands found within the preconstruction areas. Based on the results of these investigations, a remedial program has been developed for the five preconstruction areas. The procedure has been successfully applied to the most disturbed zone in preconstruction Area E. Therefore, the solution can be applied with confidence to all preconstruction areas to assure adequate foundation support under all loading conditions. 2-57
SARGENT & LUNDY ENGlNEERS CMICACC TABLE 2-1 PRECONSTRUCTION ACTIVITIES - AREA A TIP PILE NO.* TYPE VIBRATORY HAMMER ELEVATION DRIVING DRIVING & JETTING TP-l*** 14BP89 -75.7 +6 to ~39 -39 to -61
~61 to -76 TP-6*** 14BP102 -130.2 +6 to -35 -35 to -79 w/ Pile -104 to -130 -79 to -104**
Sboe AP-1 14BP74 -51 +42 to -51 None AP-2 14BP74 -53.9 +42 to -51 -40 to -47
-47 to -54 AP-3 14BP74 -52.9 +42 to -40 -40 to -46
-46 to -53 AP-4 14BP74 -44 +42 to -44 None AP-5 14BP74 -39.2 +42 to -39 Last 4" AP-5A 14BP74 -3.8 East & +42 to -4 None Next to AP-5 AP-6 14BP74 -52.9 +42 to -34 -34 to -53 AP-7 14BP74 -52.9 t42 to -35 -35 to -53 All piles except TP-6 were extracted.
The Jet pipe was advanced to elvation -45 and stopped. Jetting cont;nued as the pile advanced past -45, but jet pipe remained at -45. 48-inch diameter casing was installed to approximately elevation
+3 and the sand in the casing was cleaned out to elevation +6 prior to pile driving.
SARGENT & LUNDY ENGINEERS CHICACO TABLE 2-2 PRECONSTRi;CTION ACTIVITIES - AREA B TIP DRIVING & PILE NO. TYPE ELEVATION DRIVING JETTING TP-3 14BP89 -49.3 +6 to -49 None TP-4 14BP89 -61.4 +6 to -61 Turned jet w/ Pile ' cn briefly Shoe at -61.3 and then drove an additional lh" with jet off. TP-9 14BP89 -47.3 +6 to +3
. +3 to -47 For jetting '
i from -46 to
-47 jet pipe only extended to -20 AP-8 14BP74 -54 +40 tto -54 None AP-9 14BP74 -48.9 +40 to -54 Last 6" AP-10 14BP74 -54 +40 to -54 None AP-ll 14BP74 -43 +40 to -43
! Last 1" l AP-12 14BP74 -45 t40 to -45 None AP-13 14BP74 -44 +40 to -44 None , AP-14 14BP74 -47.5 +40 to -48 None AP-15 14BP74 -47 +40 to -47 None i l i l l {..--,_ . _ - - - . . _ . - .-
SARGENT & LUN0Y ENGINEERS CMICAso TABLE 2-3 PRECONSTRUCTION ACTIVITIES - AREA C DEPTH OF JETTING OR LOCATION AUGERING CCMMENTS 1 22" diameter casing installed to -12.5
~
3 14HPS9 driven from +20.5 to -93.5 with vibratory hammer and frcm -93.5 to -134.5 with 016 hammer 4 -113.5 12" diame er hole augered with jetting through auger stem to -113.5. Surface cavity backfilled 5 -146.5 22" diameter shell installed to -11.5; 14HP39 jetted and driven with vibratory hammer l to rock at -146.5; driven h-inch with 016 hammer to refusal 6 22" diameter casing installed to unknown depth - estimated to be -12.5 7 -70 22" diameter casing to -10.5; 12" diameter hole augered to -70 without jetting; 14HP89 driven with vibratory hammer to -108.5 and with 016 hammer from -108.5 to
! -133 8 -110.5 22" diameter casing installed to -11.5; 12" diameter hole augered to -110.5 without jetting; 14HP89 driven with 016 hammer to -133 9 -105 22" diameter casing installed to -10,5; 14HP89 jetted and driven to -86.5 with 016 hammer; driven to 111.5; jet pipe inserted between pile i flanges to -105 to ease driving and then removed;
- driven frca -111.5 to -134.3 with 016 hammer
, 10 -112.5 12" diameter hole augered without jetting to l
-112.5; 14HP39 driven to -128.5 with vibratory hammer and frca -128.5 to -132.5 with 016 hammer 14 22" diameter casing installed to -11.5 i
i I
- , - ~ . - , , , - , , , . - - . . - -. - . -- .
( l a i ! (
,> SARGENT & LUNOY !
ENGlNEERS CMtCACO Table 2-3 (Cont'd) ' i l 1 DEPTH OF ' JETTING OR I LOCATION AUGERING i COMMENTS i j 15 -110 22" diameter casing installed to -12.8 : 12" diameter hole augered without jetting to -110 } 1 auger stem twisted off and hole backfilled ( 16 -115 22" diameter casing installed to -12; ' 12" d:.ameter hole augered without jetting to -115 J-14HPS3 driven to -112 with vibratory hammer and i rrom -112 to -132 with 016 hammer i i ]
- i 1
1 l Y i l I h i 1 i i t f I i i ) f nr-... - ,- - ,, ,,nn,-,,--..., ,,__,,,~a,._,_,.--
.- .- _ _. . - - . _ - , - _ = _ _ _ - . - . . - . - - . . . - .. . . ._. -- -
l SARGENT & LUNDY t ENGlNEERS $ cmcAGO 3 j j i TABLE 2-4
,i !
_ PRECONSTRUCTION ACTIVITIES - AREA C j DEPTH OF JETTING OR LOCATION AUGERING CO.vMENTS 17 -73 14HP89 jetted and driven to -73 and driven { without jetting to -150 using 016 hammer
! 20 -153 14H P89 jetted and driven to -153 with vibratory hammer; driven 3/4-inch with 016 hammer 22 -117 12" diame er hole augered with jetting to -117; surface cavity backfilled; 14HP39 driven to -155 with 016 hammer 25 -117 12" diameter hole augered with jetting to -117; i 14HP89 driven to -160.8 with 016 hammer e
i t 1 i i r I t I I f I i !
~
i
- . . . , - - - . . _ _ . . - _ - . - . ~ - , , - , . - . - , - _ , . - - . . . _ _
ecmNG STM 0MO PaETPmCN RE3; Sir.CE (SPD, St.0 43 / F00T PZA-t 90
,g _ n o io y 30 40 *1 ES 70 =?
~-
0 _
,m,
-, s, w /
10 g. I 7" _ w
- io _ 9 f
, c
/ e'
- 30 9 . , 7<..
d sh
;' \(= -
5 '= ' n c l I w so 5 \ \' j f* - w n..-- Y g a l
,-<0 -
3 . o.
;; I f
- c. 3 2
7 C '
/ I
- *o -
sp 2 f 60-t ,
- ~ .
ie-+-n,u,,- - d l l d _ s j I l
- so _ ,,
-- N
# i I
70l l
+
f I s - .. SP I
- 70 .- f _6- se s 80l .
~ 1 M" 's e N _! ! l sp $0
. ~ . . ,
f / c ,_ ' I l l i FIGURE 2--5 SPT N-VALUES VS CEPTH BORING pza g B AILLY N ~ j NORTHERN Inciang PUBLIC SERVICE CO!.fPANY D A m ag S O M OO rt as
1 1 d i i scr4ms stumo mer.47,ce, at:aris:c am, newsneer PZA-2 3 33 9 g po go 39 39 3n 73 a
+8) - C I
o- su s / N.!
-io - -
i go e i .
.r 8 l 1
; sc
/ l
/ '
I OL d J ^
/
- so -
N e
/
w. sp g4C. 3 ,
- - ~
; 9 /* l l
i
.u n -
5 $ . 5" 3, 'N l 3 - so - . . 5
- l E ,"
s= 8 l W
- so - .
ri } ro j c' (x
- ro -
, i ._
F-l l l
- so - : $P SC l l l ,,
i i i , .-_~,., p_ - et
- so - -
,c, l s, i
i
+
FIGURE 2-4 SPT N-VALUES VS DEPTH
, BOR!NG PZ A- 2 i
B A IL LY N -l NCRTHERN ItJDIAtJA PUBLIC SERVICE COMPANY on==s a moonn
i ecam susmo morat.r:c 4 scosus:t o n. n *5" m PZA-3 20 :o 40 50 to 73 30 90 o o o o- 5" io _ [ -
-'o - V 3
___L 20 - V 0 / ,
- =0 -
, g. so ,- , ,
M ! a i (
- a : , ' '
N~ s 3a - c
'l i l.
i s. j
)N l
- ? ' l
- . .o - 5 l -;
3 50-c 5' 3 1
; a w a i 6-w- E so '.. -
S l ; i , o 60 _ . a ro
<~ i I 73 _ f f l .-...,..
8a SP C'-
-w_ ,c , ._.
FIGURE 2-5 SPT N-VALUES V5 DEPTH BOR!NG PZ A-3 B AlLLY N -l NORTHERN INDI AN A PUBLIC SERVICE COMPAN'] D A M tES O WAOC53E3
4
,133,3 nururies ,cs:stu.casari, etcwsncor Dcfgjg p
o to to 30 40 so so m eo So
., c_ J SP
~ -; & pl
*
- I
', io w1 i t.
-io - vt j ;
~-
- CL y
j I -
,. - : o -
{4c4 h,
; 3 3 o
y I l 1
- # s
*-~
^
l < z 5 6
; - C' j
- c. - e .-
o l
. I i ,
we
- s. .s.
a . .a -:
= x 4
a 60* sc- _.
= i....
*N
.- l
'A
- r- .
se ,a
' l OL
- ea - . ';t: ' l 90 t
1 FIGURE 2-7 SPT N-VALUES VS DEPTH BORING PZS- I B AILLY N -I NORTHERN INDI AN A PUBLIC SERVICE COMPANY
, D A M EI S S M O O F4 EE
DORING SuhCASD eEf rP Ur;ti T= E:.13 %CE :57*). 30.v$/ FOG 7 PZB-2 _ o 73 :3 .o go go yo go 99
+9 C g ,
I 4 SP 0 - 4 \% 1 1 l 80 *
>:: ce i l, %'% > . io - ML ! !
n , C'
-[-r ; ,i 1 -n- . ,\, l i ,
30
- , / ;
1 s* , !, >
- 3'3 _ "
/ !
43 ,, et N ;
, 3 ; l - 4o -: [l t,-., l i:- __
l
, ; 3 , ; 6- ...
8 ; ! ! i l o-563
~ "..
.- - n -
y e e i l ;.-- . . r s a - so - SP 70 W~ p A B
; '*". 3 o l I 4
$ - ra - f d
.. I* i X
- eo - b
..e ; ; 1 i
- l l i t
- so - ;
i ! i \ W 'co, j y'
-,co _ ;M i
,<. IIC , ,
M
-oa -
}
l, l %,l iN, l l l I .- 1 i t i I i i l 13 1' r h l l FIGURE 2-8 S?T N-VALUES VS DEPTH SCRING PZB-2 S AILLY N -l NCRTHERN IN0l AN A I i PUBLIC SERVICE COMPANY l omMes s a Moord e
i E0 rut 4 PZC.; 1 SmOW PEhE MATICN #E SISTMCE GPF), 3tCA!n007 0 #3 70 M
+95 - 0 di 83 43 70 c.) 97
,b -
2 o- /
%g'N s, to
?,s b 20- '#
\
j ct +
' \
T] ? f
~
'r] 3',').
f N_m i
. . .^^ i
~ a # "I
.l t
- 10 - sp Ar l
~ j ~ Tv,,
h . -- .
~ ~
l t i _ _] --- I ct u 5y __
'/ ' ; !
~ 4
- .i,f s,,
- k y
-2 -
sg / *'
; c: ~ l b
~
TE f s.e- _.- x:T- 9a 70 N.A l s 5 I E 4 3 o
*b.
9 5 $ Y d = sc s
$P
*x
,2 'N, t
r., g. l l l ' {ve-
. ,a _
. D,_ l
- r CO --
.t h.
7 IsC \ W l d l t
-i .o - ,3:
l ~l i j ; .. . vt : .-u.,
- i .,m..
=l:0 - i
- - gM. ' , . ~ .
-un - , , , ...
,g. .
. + , -.
FIGURE 2-10 SPT N-VALUES VS DEPTH BORING PZC- I B AILLY N -l NORTHERN IND! AN A PUBLIC SERVICE COMPANY D A M E S El M OO R a2 1
BCRING SNimo PtsgTaaricN assisrAseg (spr). e_c a smc7 PZC-2 90 40 !] 63 73 63 0 10 20 33 1
+8 e T~r N
O - I
- s, ie l
\ %
f w !
-'o-
__ E = l m 5' l __'V Ni i l e la 1 _ -, , _ ____. l 4,
/
/ 7yl I CL
/ f ;
w so '% x f N-
"'s.
' 1 se -
I
- :o - e
< 60 -
i
~ ~ - , . , 3 ' $.o 9' ! ; a l '% >
5 .1. -- - d y8: w ;u. l ; SP I l i i
- ee -- 9 ,,
l I'# i Oh l b
*% Ii h 1
-ico -
et
,g l 11C; ,
i I
.. i i
-no - ' S* I !
, -i ---.
rz: , n s. __ __e_ l 1 1 ~. ~4- i
, 4 C. j _ i ; j i
-izo -
130 I i i _/ : ! :i r l i 4 . w l
' ! l l 1 l l l s ,,.
-is) - g I t
l FIGURE 2- 1 I SPT N -VALUES VS CEPTH_ 8ORlNG PZC- 2 i B AILLY N -1 ( 1 NORTHERN INDIANA PUBLIC SERVICE COMPANY D A M Eii S O M O O R f5
BCRING PZD-I STAN:, ARD PENE7 A ATION RESISTANCE *SPT). BLCWSNCOT 0 io 20 3o 40 to co 70 80 90 5 - 0 '
+ ..
I O - Sp to A 7 7
-so - 2c, gj y ,
I
~ 10 ~
40 I
/ +
\ l l
i ct :
-n- : ,, l 6
,. co ;
W i< > a
-w- Rc b\t .
\ ' i
; 9 i m
- i 5 i ~l l E - so - ~
o ,,! % g . ':._ _
!~ ~~
y " "' 5 se t - ro - 1 J'
}, . .o _
W ct
,3 b l _l l ' " '"
- _ N
.-u.-
. , , _ i iCC SP f
.co _ t ,i no- .
]
-no - I
,, ,2,
__ = - i
~
g I l e ** wvL j i
-i20 - .. . t 13 s -,
e FIGURE 2-13 SPT N-VALUES VS DEPTH BORING PZD- 1 B AILLY N -l NORTHERN INDI AN A PUBLIC SERVICE COMPANY onues a moo ==
BORING BORING STANCARO PENET9 AT3CN AEstSTANCE (SPT), SL0ws/FCOT PZD-2 PZD-2A 10 20 30 40 53 60 70 SO 90 C
- 9 ---
o_ ; I O- : sp g art. j O 80**o '33-8 e son =s aza-ta l i i i
!N l . l l l ML l ! ! ! j - 20 '
- 30' :
I i
' l 4
I
, w, I
, i i
. l 4o
- I CL [w 50 \
i w I
. Sc . y f m 60 i
o g 3.. .
& ML o $
- 60 - ~-
ct g( h t 0 70 7 h. g l i L e s** l SP
, l,
, ; ' i .
$ a a
3e eo m l l t l l i
'm 5 e. ...
- eo - 3 +--'
SP O 90 e in
- v. . ., <
. ,o .
ioc . i l
-ice -
no-l .-
-n o -
I Nw CL 120l '
\ ; I l
i
-! 20 - l 13 0- , ,
su I { i
~--
i l " * '.
-no- Q !40 j !
e ers . ... n + x< s n: v.s :< = :,: a.u n.
-f f A ? *).J 91 f. s
- 51;9 6r ?.( *7 Pf LL 81 '
3 4 8'. k t ' . !!i riket ;-il 8'A A1WJul L:t A Ti ' %. FIGURE 2- 14 SPT N-VALUES VS DEPTH BORINGS PZD-2 6-2A B AIL LY N -l NORTHERN INDI AN A PUBLIC SERVICE CC.','PANY DAM ES O Moos 1M
BORING ST AN0 A=C PENE T Raf tC*d RE310TANOC ($PT), DLO AS/FCOT W $ to 20 50 60
+8 - C; 40 'O 70 63 93 r
l o- ;o /i sp g -
-to -- _
' , /f
, et
- zo -
3o - _y-
' i l I I (tta} )
LE:4 ;, j l l , l SP 40 - -
- 4o - t w SO l .^
-so - : et 2
= so- ~M -
P l ' , ,, 1 !
/
5 : S. j=.,o 2 w 9 l l I
- =
3 - ro - y y a 6C l / .f i l I S
- eo - .+
ct g"90 , N~ 3
\
- so -
- _
__-3.,, t ico - I I N ' 34 -
- co -
llc ^
! / */
= sj
-no -
12 0 l ^
.6
-<a-sv :
r j N. I t - - o-- . - . . I udi l } l l l 1- -,,,-
-130 - ; .
, 3 l } !
14 3 , -:43 - i FIGURE 2- 16 SPT N-VALUES VS CE:TH SCRihG 67 W B AILLY N -l NORTHERN INDI AN A PUSLIC SERVICE CO.',tPANY D A M E S 43 M OO 54 R
BORifiG STANDARD PENETRATiCN RES;57ANCE ($PT), DLOW5/F00T N *I O 10 20 30 40 to G3 70 90 M
+8 0- i 0:
L a 0 -' gp r ! / 30
- ic -
I '%,I /
,,;* 1 1 4's:
-w- :
30 g
/! l
\
ht 40 9'
$P e=
l/ l 0
- de 70 436' i I
.l l
[ SO r- ~4 w.
, j WC# - Bl 3 ' 70 S T S v l
*"A N_A,
~
[ w 3 a ry - g e o n.. .rt: r c, a::s us .wwe 5-c-z _a_ g a 70
. .se:,
> c4 3as.n .o2.tts m ....N, m=2
. i s.m,1a o ; ,
o na m re) N .) I I s
> 0
- SLN n tC?,995 Aw. a04 v swai 544.s
% .amam.wr,81 M
- IO "'4,_ *j'sA3 frLi% 26 )
g ,404 - 930'13 450'
- so -- l l90 - e at - so -.. et.
ic K N'
.00 -
1. l; /. l, l ; 14 0
- 11 0 -
$3
- 12 0 '
l i i . ; , l ! ! l 1 ! i
,30 i -
-- x <
i l , l l !
-i n - :t ac ,
l' l !- w %~: i w-- 90 / s.
-64 3 -
I i FIGURE 2- 17 SPT N-VALUES VS DEPTH B C R !t.'G 70 W - 1 i i B AIL LY N-l NCRTHERN INDI AN A PUBLIC SERVICE COMPANY i names a moonu
BORING stas:ARD PtsETaatiCN PEsisTANC E (SP fl. a LCws/f00f 73E 43 to 63 70 80 a3 o to 23 13
- s o ,
e t . i
-1 .. .
o - sa ,, l l
-io -
~~-
I f "
,0:
4 et l ; I I i I, ,
- :: - -m l ., I In ? ? e,
\ _, '
( l.
- l ,
4e l 4 i
)\, l l l
j _ __ 0,,.-- 1 +%, - -- 1 j CL 6 en
-w- 2 g !
! 00 l
i w w
$p o g no I sts :
. . .. . .i w .m u -o g
"-So - - g ;s , . .. , m,$ - . .r u . i,u t
- s x -
~,~
a ic o y s.v:. u. . u:v. ra n > .m.
.mm 9 ; = '*4, . . . :ws .si.. . iwi u. me 7,;4 ppaud** ~"a 5
lj } $a - 7e - _ __ sp S u sa - l w
= e
/
w m ,, - x
\ l l
- so - et ,
! l ice %.
N P
- * - /.
,,,l
'2.-.;ieto..2
',=, ;;, N .t tl su i l l
! t
-i za - : ,-
t l l 11 i I204 g , 1 i I i , l,
-rI i .
1
! I t i !
i i
; i
-m- I i i i i i
14 0-FIGURE 2-I8 SPT N-VALUES VS DEPTH 90 RING 73E B A ILLY N -l NCRTHERN INCI AN A PUBLIC SERVICE COMPANY D A M IE! S O M OC 58 E
BORING STANDAR3 PE .E TR ATIC'd RESISTANCE (SPT).e'. 045/FOO7 O N 'I O to 23 30 43 50 60 70 80 90
+s- O j i
$P l N I !
I l f j o - l l / l I I io p' , CL
)
e, i [ '/O .. , 1 .
** l
- :o -
30 NL I I i I i
~
*3 -
T -- t .i i
~
\- 1-I l.
40:
'O l i O ,
w w 53 : - i W u
/j
/[i -
l i I 6 I i j
'A -
2 i e l i l 1 u j se !" m i i
- i .... ,
u g 4 e o n. . . tim er oo:s eus .was E l ;
..,o l $,' I i
.x . u.v.rs o o . i.t.v.t s.r.4i3a 2.5".m.. sou.r .e !.
l *t l 'w'E 8* *l i 0- 3 i 1
> 0 1 1 I .sm tv et teus. w..:er.i.aowtec.
e-4 w - i t tw.s se. .te u.c *: . a sa i J
* $ 50 '
-- s , A-i k !
- o n - e c' to soo !
3 I { l , ! 90 e, ..
,: i . c.
.. . to .s r
", % 6 l
-m- I N1 I r v 10 0 : ,
.- , l l l l
'\:' '
-ico -
}l su ,,,
! i i l !
/' [
l / i, l I -
! {
r- - I i i
-ne - J;
,y t 1 i l
i 1 i I tv i ! ,
} 5 i
, N
- i
..:3 _ ! ' I i p .- ..
,l}
j i l 'N ! j i
-iza - -4Q 14 3-l l ! l
-143 -
FIGURE 2-19 SPT N-VALUES VS DEPTH BOR!NG 85E-l B A ILLY N -I NORTHERN INDI AN A PUBLIC SERVICE COMPANY DAMES B MOOME
ecmsc swam re .t:a .r.cs ats are. t ts . se:.v 3":e r PZE-l ,, , ,, s, y g ",3 ,3 og y
+SS - C' j ,
6% W I o- - Sa l i
%g i
.c , ____J j ! ! \' )
I
! i - io - :
l I I : ct 'l , I
./' l l i j i ! 1 1 -n- , r , ,
l
- = r
; e
-- , . i l , :
- 3o - : C' i i
@, ! l l !
4:-
; i .
t I f ; ! ! ' te ; i , g i l, , i !
- 4a - -
r '
, i !
_s., i,y, j ---* 5-M W::: l l
- w _. >
!* N *x+-
l i l m Aa so' a s l I SP}E E a ,, _ l 5 < 8 2 2
*M -
I i l i 5 , o
! .N, i I
's.
a o e < s 'n e i i , i 6 C' ro
! ! ./; I !
i
- eo - 5 w. -
l m s l @- l+ l l a i s 'l l l >
-w- -._.
, i i ! ! ,
l vc . .
> l / I M ,'
r i l i
-,co -u et I:C l 2
./ j j I ;
= A I l l 2 ; , l !7
-it o -' :L
* # / i
.__zi 1 I
r
=
s, ; _ . . l W-c ,.4 m i ! ! gm. S-** u_aj ; 4 l l < i
-i c - > ! i w
FIGURE 2-20 SPT N-VALUES VS CEPTH BCRING PZE- I B A ILLY N -l NCRTHERN INDIANA PUSLIC SERVICE COMPANY D A M E S 8 MOO tt G
l EORING STANeuo otNEinaricN *E3: sit.t.cE ISPY ), S LO
- 5 / F OC T P Z r-2
{]_ _ ?S O to 4) "O 60 'O 43 '+] l, ! so l ? I i o-M W ic ! ~' I I i i li se e i; !
-io -
v-
\.9 ! l 1
OL l e ! ! l
- 20 ____
30 Xi - i i i
- j
~
l l
, .! Ihp
- 33 -E '
I i f sa ' i ? ! j l I , [ l . i, l
~
f ,
'f I - 'o -
g;, ! i i i
' i I 4 l l e l Se I C k e l l w
- 7 i ,
- CL ' ;( I
' l 5 - co --. o I l { '
= $ 'O. -
o Q i >t' l C O I A l I l R l 4 m-ro - - o , i l
, y l l a -* g .
~',
W b 5 E i 7 g-. us
=
3 l ! .. c i ! ! ..--i
. ,o _p;.,
o x
,; , .s-..
*e l l Y l ,
_y J/p',' i.-
, , ,_ g
. e- as ll.
.* l r
l l i a s- ., e
,j l' . t '
O. .e. i
-'co
. .. . ' g ,j
,'/ ,
l 1 I I ' i p -*!. j$ ,i - l l !
'2i : ! i
-no - c;.'-
. i , i l i::
%- -._ i i
t
; i -izo --
ex i i 1
- *y-i i
l , vi i l
-N. , ;
.,3: _.
,4: -.-
-i40 -
FIGURE 2-21 SPT N-VALUES VS DEPTH BORING PZE- 2 B A IL LY N -l NCRTHERN INDI A N A PUBLIC SERVICE CCMPANY D A M EE S O M OO R llE
i
/
son'rac swwa oc. cnu.c . ,c:.s va esgn, easmar PZE-3 o n n e o _l, .. IP 4 i ' 7
, ao n
- i. i l l j >
o.. _- N1 ,o I ,, f l
- io -
sa I
!. l \. l l
i
! l l I , i i ,
20 '7' , ,
- /
CL ' f l l l
- :o - )
sa i n _4 - "
. i, !
i !. ! i .i '
- 33 _. C,6 l
4-
! I ie
[ '; ! ! l
; i l ,
, 1 I t
i f 3 _ -m , G I , u '
~g :: -
, ier I ~~
j
! l i sP 1 t.
- to - i > l t i
, a .: u a, ' > '
_19 y. e :
'e l et 1 *,_l l l
{-o-. a ,' ' , .m . : l 8 9 N, i l m ._ -
- se e t -
.>a - ro -. c. 5 i
_ n -
,3 --.--
sa 3 l l i li i i l l s' a ! , I i .. J
- e3 - 8 O I ! e l
8 !
! l n d > >
3 l l
! Nl I i l I
1
-m-CL go 4
i t N{ - a
* ! i :
i 1
! l '.- ,
l ! ; i I > > .- w
.m :
"'j i
/
p i ;
; 4 w l ! ! i ! i .
.- u
_no , !
! l 4 i '
12 ; A ' i ' ' c-' I . : i
-. z a -:
I i I l %' ,
' i l
i / ; i
-. _ w , ; ; _
_.-. __u ! , + >
-i43 -
-m ;
i
,:c- '
FIGURE 2- 22 SPT N-VALUES VS DEPTH BCRING PZE- 3 B AILLY N -l NCRTHERt1 INDI AN A PUBLIC SERVICE COMPANY D A M IE G S M OO FT EE
O ' P - ST NO 43 PENE? RATION RE5iSTANCE iSPT). SLC .v 3/ FCC T
,,, g 10 20 30 40 50 E3 70 60 N
/
0 - sp -?_ ,n ( ' l 9'
*"~~
4 -.
- l. # '
l l ! I
%, l
, l 58 , [ l l ,
., - j , I I i
- l
'd i 3" 40 .
L
)
ie'
.T.s 4 j
l f_ 6 i a s ' e . . SP .
-m- si _;< 4 i
$ $c ,
I S , l z 8 70-2 y s' 5 3 M fls % l ' 3i I N* y
- eo -
i i 3 ,,t g Pll N. i
-* - ,m l [
kl ' I I i
-tCO -
+
cc
*K %
j r
~
-no - ,,,j f r- I ,
! t i! l . i i i l !' I
-izo - .. 3vi ,g '
i ,
- - l i i l ;}
i I "l ! l , l
-in - .
.4:
l l t M. ~ , .
-,43 -
FIGURE 2-23 SPT N-VALUES VS DEPTH l 8ORING PZE- 4 l B A IL LY N -l ! NCRTHERN INDI AN A PUBLIC SERVICE COMPANY D A M E S O M OC lt ti
STA*.C ARD PEhETB AT;0N A ESisTANCE lSP7). BLO 43 /FCC T O to 20 33 40 *O 60 70 90 90 0 .
.Yo I .o l
). +
l0 s't,
, l O
o e ,* C' i . i ! ' 20 * +C 0t
. t ; j l
- o.- !
, . l
- : o !_ t. 2 7
".a;,
- _ . o i I
; . 3 I o 1
l
'l .
i" l !
, c, to j . :.
. s o Io +
i oi i i i
., c i .o ,o -
. j , . ,
l I.*
"o
- oi i '
io I
. '. +
i l , l l o ;- 8
.g o ., . ;+ e er o c. I i 0.o * ,
ea .,_*. .o , . 0
. o o 4 i I
o . O w* + & ., o Q V !. 4o ' e e
,U !
i j c5 . a f, o o T.
- o . +
g *o 3 + o
' l 8 33 '9 p O I . o + 96 3 l .
o o j . ow n c=vs, 3 i e* .. . 0,7 e ,c L, l .i o I e's
- l. .o ? i o,.
g . c+ +j.
;c o
ico l. g . . -.s
+
, '2
.: r 4 0 ' one I l o
j o
- wu l . l
- q o
,,o .s . 2 o*
l . . o ! ,
,7 ,
I, o l' o ; l o' l I ,
+u
.n
., c_
ao . 1 ,
; *. i : .5 l _c* ;
. i. , o .. ;o x
! . i ! o .,. o , !
; *q',
= C i 1 l . 1 l . i I ; l v'.
-. . o. n w .-
; ! +
s<, .
%+ .12 i { i bl/6" 4 ( g
,i i i i l is:, '
. \ i .
FIGURE 2-25
+ x , , 3. , n. . .c. . . .t . p COMPARISON OF SPT r
o -,.a.
,o ",, 2a.: " -r n a m N -VALUES OBTAINED FROM
. ,-. ....: m e,.a.u... a,e, BORINGS OF VA RY ING gy- DISTANCE FROM JETTED PILES B A IL LY N -I NCRTHERN INDI A N A PUBLIC SERVICE COMFANY D A M E S B M O O st t2
'0 20 30 40 0.6 j
1 i i i
- u. So!id ocints indicate sites cnd test o condificns showing liquefection.
01 Cpen points indiccia sites where no fiquefaction cc0urred. [ &8 e I Q 4 A "O O.5 O ! ys - g,o 4 w _ 88
& 7.5 E-w ll gpo.4 -
.e5 __
- c. b o%
30 o 065 75 PJ 6.0 8.5
$30.3--
A o 065 e1 7.57 h;;; G.O A 5 78 O U 0 ,g 7
% 0.2- 65o g a _
75 " 7.5 9 903 6.) 8.o ko 5.3 0
"$ 7.5, O BASED C'N FIELD DATA hh 0.1 -
Al EXTRAPOLATED FRCM RESULTS ~ 630 h mb > CF LARGE SCALE LASCRATCRY TESTS 0 3 O$ SO og O ' ' ' ' O 10 20 30 40 50 Modified Penetration Resistance, Ng - blows /f t. CCRRELATICN SETWEEN FIELD LIQUEFACT:ON BEHAVIOR OF SANDS FCR LEVEL GROUND CONDITICNS AND PENETRATION RESISTANCE (Supplemented by date from Icrge secle tests) FIGURE 2-26 CYCUC STRESS RATIO VS. N: VALUES BAILLY N-l NORTHERN INDIANA NOTE: PUBLIC SERVICE CCMPANY
- 1. THIS FIGURE WAS CSTA:NED .
1 FROM Cr. H. 8. SEED
! SARGEliTS LUNDY lJ
,, ~ o m . .
COMMENTS GROUND SURFACE EL EVATION PRIOR TO EXCAVATION (N!PSCO DATUM) MAXIMUM GROUND +40 WATER LEVEL DURING PLANT OPERATION ] 1_ +25 SAND BOTTOM OF FOUNDATION +8 MAT IN SERVICE BUILDING ~l BEACH SAND i
-9 GL ACI AL- L ACUSTRINE CLAY -20
\
x'N TERSEDDED EXTENT OF DISTURBED ZONE IN AREA E BASED ON RESULTS OF 80 RINGS
\ DISTURSE SAND / CLAY LOCATED SETWEEN (BEARING STRATUM)
JETTED PILES AS ZONE \ g DISCUSSED IN SECTION 2.2.5. s Ns
'N
. . s -12 8 GLACIAL TILL
-14 9 iMi Fizli GENERAL L PRCFILE BASED ON GENERAllZED STRATIGRAPHIC COLUMN IN SERVICE SUILDING AREA AND CN SCRINGS LOCATED BETWEEN THE JETTED FILES.
- 2. INCUCED CYCLIC SHE AR STRESSES ARE CCMPUTED USING" SHAKE" FlGURE 2-27 WITH THE SCALED MAXIMUM GROUND SOIL PROFILE FCR APPROACH I ACCELER ATICN (0.2 g) INPUT AT BA:LLY N-1 ELEVATION + 40.
NORTHERN !NDIANA PUBLIC SERVICE COMPANY f SARGENTLLUNDY
- E N OdN E E R S.
h j , PROFILE A: PROFILE 8: : COMMENTS TC COMPUTE CYCLIC ELEVATION To COMPUTE CYCLIC i SH AR AIN . A SHEAR STRESSES R OR TO EXC VATION ? MAXIMUM GRCUND * -
'40 WATER LEVEL DURlNG DUNE DUNE PLANT OPERATION >--- +2S -----------Y-BOTTOM OF FOUNDATION
" ^'
j MAT IN SERVICE SUILDING > +8 BEACH SAND BEACH SAND GLAC:AbYACUSTR;t.E GLACIAL- LACUSTRINE >
~* CLAY
@g%x s
x ey x - w':3 y N OLx' ~ ' s 'N s
\\q N s;c . x;N' q ',
UNDISTURBED .N'N N' INTERBEDDED \N
\ '
- s. N N '
SAND / CLAY \\ \'JN N NNNNN' s (BEARING STRATUM) DISTURSED fNN N N\ ZONE s (N h \'s\'\' \\, L s
' N\ \
-98 'sN N -
N
\ 'N N(NN NN CLAY
\ 'N'\'N '\'
-12 8
~~kN ~'
s ! GLACIAL TILL GLACIAL TILL wwa
~
vn: 'l49 a .. + GENERAL:
- 1. FROFILE A BASED ON GENERALIZED STRATIGRAPHIC COLUMN IN SERVICE BUILDING AREA I 2. FROFILE B IS THE SAME AS FIGURE 2-27.
- 3. INDUCED EFFECTIVE CYCLIC SHEAR STRAINS ARE COMPUTED FOR PROFILE A USING" SHAKE"WITH THE SCALED MAXIMUM GROUND ACCELERATION (O.2 g.)
INPUT AT ELEVATION + 40.
- 4. INDUCED EFFECT!VE CYCL!C SHEAR STRESSES ARE FIGURE 2-28 COMPUTED THROUGHOUT THE DISTURBED ZONE AS SOIL PROFILES FOR APPROACH U SHOWN IN PRCFILE B BY MULTl? LYING THE INDUCID EFFECTIVE CYCLIC SHEAR STRAINS DETERMINED IN BAILLY N-l (3) BY THE SHEAR MODULI FOR THE DISTUR8ED NORTHERN INDIANA PUBLIC ZONE. SERVICE CCMPANY y SARGENTSLUNDY d J q ENQaNEE ASL
- - . . -. - - ._ -. - .= . . - _ . . . -- . - . _ - . - . ,_.
O.6 Y 5 3
? @
G B
$ 0.5 g
9 w O ! 9W e < tix 'd E DO 4
- a8 /
Ot s
#' /
$ It c,~ - j/
Wh o
- 4. - ?/
'x C')/
92 4:! f da
>- <1 03 / ,e UG / r, .' l5 l w& /
wo / l e / gZ /
$$ /
6 g o.2 ,7
-x /
f3 s= /
/
k^ / o / 5 l x / O .I / w
/
/
Y / m / o / < J / o /
>- /
U o/ O 20 30 40 10 50 MCCIFIED PENETRATICN RESISTANCE, N - BLCWS / FT. FIGURE 2-29 CYCLIC STRESS RATIO VS. N, VALUES FOR MAGNITUDE 6 EARTHQUAME SAILLY N-1 NORTHERN INDIANA PUBLIC SERVICE COMPANY h' SARGENT l
$ LUNDY E N QlNE E CIS .
i MOOlFICATION FACTOR (C N ^'" (" 0 C2 04 06 08 10 12 14 0 is d I - 2 U ! a 5 7 g 4 / 5
$ f = 40 70 60.s
$ \_
4 5 ,e 3 ,0r = 6 0 T O 80 % 8 g6 B P O tt W ! 8 I i t l 10 RECCMMENCED CURVES FOR DETERM:NATlCN CF Cy 8ASED CN AVERAGES FCR W. E . S . TE STS NOTE:
- 1. TKS F,GURE WAS CBTAJNED FROM Dr. H.B. SEED (REFERENCE 2 -10) FIGURE 2 -30 MCCIFICATEN FACTOR (CN) CURVES BAILLY N-1 NORTHERN INDIANA PUBLIC SERVICE CCkPANY l SARGENT SLUNDY l I
MODIFIED PENETRATION RESISTANCE, tJ,-BLOWS PER FOOT O 10 20 30 40 50 I I 0 10 - SAND l GLACIAL LACUSTRINE CLAY , 30 i " '
- - ' ~~~~~~--
l 29 .,s ,N N l l x+ 7s s' MN i
/
40-
..\L .s\'\\' I I p-
/
s T.S = l 5 -
/N \'N s APPROACHI ;
0- ,
;x 7g o .
w
,NN;y I . _ -
_- 60- ' s yxx' IO /s I h 70 h_ '
._' g-g 80 " ' - -
x A
' '\\ x V
<F.S.:I5 APPROACH I l
~
s
\N shN l
s 90 % ,x
!!! I' x L s QxN
~ 100 x-
\\' l 5
4 11 0 ;
.N W
N l o N INTERBEDDED 120
}l +
s
.(N SAND / CLAY ll .
.x 130 -
[ '[ l i l I' I
' l 14 0 TILL j 15 0 -
! FIGURE 2-31
, MODIFIED PENETRATION
~
16 0 - RESiSTAM VS. DEPTTI~ ROCK l l u BORING 67W BAILLY N-l NORTHERN INDIANA PUBLIC SERVICE COMPANY l SARGENTLLUNDY
. ~ o , ~ . . . . J'
MODIFIED PENETRATION RESISTANCE,N,-BLOWS PER FOOT 0 10 20 30 40 50 t ! ! :- 0 { BEACH ' to SAND l l i i I i I 3 i 20 ~ GL ACIAL- L ACUSTRlNE } CLAY ! l e' 30 - 40 i F.S.:1.5 ~Y ! [T w.0.H. . APPROACH IL g'\.. i j g 50 -+1- _q' i ; m \ [W.O.H. i !
+
0 x ( N
,.s. ! '
5 'i l F. S . = 1.5 j l T^""" ^ " ' I l l ~ I d y eo 3 J( [ } W 0.H. H 90 \ s kN\ ' w sN E ( . I 2 100 s x
=
$ 11 0 s y } INTERBEDDED SAND / CLAY Q
' ^ '
12 0 5 N !
'3 I
[s I l I I I I I I 14 0 l ! TILL j ! 15 0 FIGURE 2-32 MODIFIED PENETR ATICN i60 TESISTANCE VS. DEPTIf y ROCK BORING 70W-! BAILLY N-l NORTHERN INDIANA PUBLIC NOTE-SERVICE COMPANY
- 1. W.O.H.- RODS DROPPED DUE TO WElGHT OF RODS ANO 140 LS. H AMMER.
{ SARGENT ALUHDY ;!
- ENOtNEEMSb
MODIFIED PENETRATION RESISTANCE, N,-3 LOWS PER FOOT 0 10 20 30 40 50 l t i I - BEACH 10 SAND I ' 20 GL ACI AL- L ACUSTRINE CLAY
, n_ f xs -
30 - TAs sf g ys(x - N /k es $# I I PHbCH $ x - 50 --
-c
' ~
O s
.s j
e i x '
+ .\
60- . '\/ ' Q- -e W j 9 fx N 1 i h 70 q b\ . I g ys ; h 80 y' \'
- F. S. = l . 5 u.
A PPROACH I y 90 -
'Y I g N I
-z 100 i I h O / y ' INTERBEDDED X N SAND / CLAY J W.O.H- N 4 120 s' \ c x , f 130 ' ' (( \ 8l \ I i l l l I I 14 0 t ? l ' TILL l l j j io j I l
' FIGURE 2-33 MODIFIED PENETRATION 16 0 ROCK RESISTANCE VS. MFTIT l BORING 73 E SAILLY N-l NOTE NORTHERN INDIANA PUBLIC SERVICE COMPANY 1.W.O.H.- ROC S ORCPPED DUE To W E ! G HT C F R C C S A N D l4 0 L.S. H A .Y ?.t E R .
l SARGHlT&l. UNDY
MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FOOT , 0 10 20 30 40 50 0 ~ BEACH 10 SAND I i
'0 GL ACI AL-LACUSTRINE CLAY 30 #- '
,g F. S = 15 APPROACH E ,
f
\["l l ,
1 50 - - *
'Y I n 60 - -
s yxJ 9 l ~ F.S. = 1.5 y g'- APPROACH I j
> 70 ,
w N\ s, s s 80 - b\
$ T s
'\
- I W.O.H. \
p \
' N 'sN 2 10 0 K W-'
c- 11 0 Is i I
'l')N I
INTERSEDDED
,x I
SAND / CLAY 120 - N' ! 1 l NN- ! I 130 g d I i l ! l : 1 14 0 , . i ! l TILL .
! I i 15 0 -
l FIGURE 2-34 MODIFIED PENETRATION 16 0 ROCK TESISTANCE VS. OEPTH I l i BORING 85E-l NOTE BAILLY N-1 NORTHERN INDIANA PUBLIC 1.W.O.H.- RODS DROPPED DUE To SERVICE COMPANY WElGHT OF RODS AND !40 L.B. HAMMER.
!l SARGENT& .~o,~o.aLUND
MODIFlED PENETRATION RESISTANCE, N,-BLOWS PER FOOT 0 10 20 30 40 50 0 -' BEACH 10 SAND j t 6 1 O GLACIAL LACU5T' R!NE CLAY I 30 I' 'l M'- # - F. S . = ! 5 APPROACH E < j l 6N\
'\\\\
I
~
!X ~ 87 '
i "O- \_ f\\\h ! "'_ I 7,\\s s ,
/\ [\
o - h\ 'l ! [y\\- *
@ 60 , ,
E y i2:$='RcIfHI l, ,! 70 x w OO N \ . E N
! l 1 x \
{' 90 , j l
- 10 0 x
] 'N'\
I x H C'
\ i !' I 11 0
$ l',' \ { INTERBEDDED' s j SAND / CLAY l20 - i fs .\ '
, x , !
\' !' : !
[O
,\ j j
130 l [ ! I I l l ! 14 0 i TILL l ) 15 0 i FIGURE 2-35 l MCDIFIED PENETRATION 16 0 : RESISTANCE VS. DEPTH ROCK ! y SORING PZE-l BAILLY N-l NCRTHERN INDIANA PUBLIC , SERVICE COMPANY i . i ll I SARGENTSLUNDY h
- ENOWEB ASU l
l
M00lF!ED PENETRAT!ON RESISTANCE, N,-BLO'NS PER FOOT 0 10 20 30 40 50
' I I I 0 -
BEACH , 10 SAND l 20 GLACIAL LACUSTRINE i CLAY j l 30 - l/ / - - -- m __ g s I x--- 8 6 i 40
. g ._.
- m. -
'. l 1.5 s
,'d' n APPRCACH-E d. : U ; s.
N'
- 50- . . h '- !
ti /' 60- -
-: :- -y --
E
> 70 ha -H +1 '
l w s.s e a '- i _.I s's 't 4
.s I I ' N ~_
g 80 - s.s:.:m 3 - g4
% d -ES. = l.5 i APPROACH I X-~ 60/ 5's s
x--- 97 s 90 - N
' h. '.'
A 10 0
.S 2 '%'~ '
, .z_ w 1 11 0 '
$ l - INTER 8EDCEDl M[ Qe,f >'s# !
SAND / CLAY l
?'
120 - - e- & !' !
; . :~ . l >
I 130 -- l [ b.'f l l l ' i l l i 14 0 l 1 TILL l 15 0 . 6 : l 1 i FIGURE 2-36 l , MODIFIED PENETRATION 16 0 WSISTANCE VS. OEPTH j ROCK I y l 1 _FCRING PZE-2 BAILLY N-l NORTHERN INDIANA PUBLIC SERVICE COMPANY h SARGENT LLUNDY I i' . . ~ oi~ .n .L
MODIFIEC PENETRATION RESISTANCE, N,-BLOWS PER FC'OT 0 10 20 30 40 50 0 u BEACH ! 10 SAtTD 20 GLACIAL LACUSTRINE CLAY 30 /
s- 9' N'
'{\\-FAPPROACH .S.=l.5 H
'N N s
*r 8 3 40 4 'N' s'
(k' '.sN
.' p65 h+
60 I s
's$
l k
~
9
~
s'
' ~'
i F.S.= 1.5 4 j h
## I
,O . ,
W ' N I m
- . sc : w'\\'
u i
. 5e
' . \ ',
o
-s s\.,\f
- p. 90 1~
w y N w s LL 1 N ,
-- !OC i ~"
E N(\'
=
C- 11 0 - Q:' o ,h INTERSEDDED i s' SAND / CLAY l20 J '- p 7 l ;\ N 13 0 l M - N ! l
! i
' ' I l l 14 0 -
TILL 15 0 FIGURE 2-37 i , i MODIFIED PENETR ATION 16 0 RESISTANCE VS. DEPTH T BORING P Z E-3 BAILLY N-1 1 NCRTHERN INDIANA PUBLIC SERVICE COMPANY
.r-j! SARGENT hlVNDY 3}
!' E N GIN E E A SU
i MODIFIED PENETRATION RESl STANCE, N,-BLOWS PER FOOT O 10 20 30 40 50 0 r 10 - - SAND j i
^
GLACIAL LACUSTRINE CLAY l
,o >i1< s /x
\\ gs F. S. = !.5 ! ~\Y . \gh l ; i APPROACH H % /
j 40 ' ' ' l l I' ' l
- 50 --
o - e j . s, . i 1 60 - + ^\
$ \' l l 70 '\ '
$ X 80 f
_g y b i (f T F. S = 1.5 APPROACH H s g 100 s y- - f' s C \ 1 !!O y l INTERSEDDED y i20 -
~
e(h ; 7 l { SAND / CLAY 1 i ! i ' 130 - 'N! ' ' l [ N I ! l l l 14 0
,' i TILL l l 150 I l ! FIGURE 2-38 16 0
, , MCDIFIED PENETRATION ROCK TESISTANCE VS. DEPTH y !
80P!NG PZE 4 BAILLY N-1 NORTHERN INDIANA PUBLIC SERVICE COMPANY h SARGENT&LUNDY
! aNo Nssnab l:
MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FOOT O 10 20 30 40 50 I 0 - BEACH 10 SAND GLACIAL LACUSTRINE CLAY
^
30 - fy' j ' 86% F.S. = 1.5 ' i 5 x ,_ '_ N'ygN ' APPROACH II- Q'?, 59 x t7 WX '
\
gNf(x
;\] i I !
g 50 - 7 ; ,
= 60 s
/k x s i y
~
g 70 N s d
- x x
L J \q X W X 4 s
@ 80 $ s x_-
tc -
-E S. = l.5 A --~
b [f APPRCACH I 60/5" 97 i--- cA's s s 90 d h hN' a s s 10 0 -
- 1 x-2_ =
F-h" a l!N
-' k INTERSEDDED!
SAND / CLAY l 12 0 j- C , g g, , a s' ( l j - I t i 130 N
/ % ! I i l l ! i 14 0 '
TILL l l l i , i 15 0 - l l FIGURE 2-39 CCMPOSITE MCDIF!ED FENETRATICN 16 0 l . RESISTANCE VS. DEPTH, BORINGS
, ROCK i l PEE-l a FEE-2 r
SAILLY N-l LEGEND NORTHERN INDIANA PUBLIC 4.' PZE -1 SERVICE COMPANY x PZE -2 I h SARGENT i . _ ...a" J lDND
MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FCOT O 10 20 30 40 50 0 >- BEACH 10 SAND 20 GLACIAL LACUSTRINE CLAY
'- ' ^ h Y
" 'O i'N '
x ' ' ' N ' ' A -- 7 9 X .O W
^
40 ~' l x, n "o i
- no lfN70W-1 480 . h.
. A 70 ~I I5Ph OdCH I ,
60 U n e- " ' y O .--A' A T l H 1 I
$ ,0 '
f - \w~ ^ l n O 2 r 70W-I ,., ! h9 , w 80 L/ Il
~~i l
y(/ O tN85E-l( l [ 90
, (j y ,
W 0 m s
-2 1C0 .
x I l w a 110 - --
$ e 73E O INTERSEDCED p X g l SAND / CLAY !
li-120 O Qrs N l ! t hb n .
~gr [
l ,[/\- N l l l ' , i40 ' l 'k ! I i I
! ' E S = !.5 l IILL AP=RCACH2 i50 - l l l l l FIGURE 2-40 l l
; CCUPCSiTE MCC:F:ED F9ETRATICfJ 60 RESISTANCE VS DE;TH, BCRINGS ROCK l l
{ 67W,70W-1,73E.95E-18 PE E - 4 LEGEND. SAiLLY N-l NORTHERN INDIANA PUBLIC ["-[_'. A 67W 7 SERVICE COMRANY l O 70W-1 ll SARGENT LLUNDY U' D 85 E -l ' ' asmuanash l RCO CPOPFED UCER CCVS:NED WE:GHT CF THE CR:LL!NG RCDS AND 140 lb. HAMMER . l l t
ogging P ZE-5 STANOARD FENE TG AflO's RES STANCE ($PT), BL O WS /FCOT
,0 IO 23 30 40 50 60 70 ec OO
. 3 _ V i .
! t i e O - SP ,o I [*!
4 V l l *bf l I I
-io- _,_ _
.i ! I i c.-- I
.!/ i i
l l l l i I
- s. _ N. j I
> i.
j
- _q i i ; i W-5p
,_ 3a
. {
M, V i
. e .
F_N i i l l l l
- s3 - g,, r ,
r, sa g i t i +- " e a j j l. l l_ e 5 - so - : 9 o7 v" s I i l } l l l E, - s, l
, b - ro - 2 $ ,_
8 W, d 3~ i l l
" l
- e3 -
, w 's_ _ ,
l
-w- :
8 2 i I t
/ i
! I
' l
* /l l
_,co _l , no. r
- } \.i l
-ne -
5
. l NlNi l I l l
! -i23 ._ m' l
![! i l
f f t
, . , j >
l' i i
.. l l t i / l j .
f
-isa - - T , l I
[i ! l ! ! l
.i43 -
FIGURE 2- 42 SPT N-VALUES VS DEPTH BORING PZE-5 B AILLY N -l NORTHERN INDI AN A PUBL!C SERVICE COMPANY l onmes a moona l . _ .
ec m G stucua u ur.cs essism.:e csm, emo.vser:ar PZ E- 6 O 'O zo :-) 4o so sa 73 3a ,o 3 o s O. r
- SP
& 10 *
- = il
' l '*x*l .
- io - :
, n _. ' l
. W~ !N*
1 x so i i
- zo -
- s. ., l t .i N
_ 1L 50 I +--= . i Ml
< t
__ a i __f_ t ^l I i ~
- so - -
ct {g "T- kQ l ! 3 0 =r 0 l a+ l *
- E-w- 1 5, 7 lg* l 3
- ro _ ,,
$ %l.\. , ,
A $o /
- so - ,',
C'- 2 ,> i ,\, S I/ o I 4 i _w_ '
, ico, 11
_,co _ __._ l llc l i
- i
-no - ,, c u I I
, . i
-in - i l i
i
,3;
? .
; i l l I !
i ' l ; i ;
- i
-ize -
- i43
.l l :
/l
"- l f, f I
l
->40 -
I, i i ! l
- v_ t 1 FIGURE 2- 43 SPT N-VALUES VS DEPTH BORING PZE-6 B A!LLY N-1 NORTHERN INDIANA PUBLIC SERVICE COMPANY i
D A M IE S O MOOlt E2
eo,R g j 372scagg ogsgrur3cy ag3i3mcg g3 pry, stowsy;;r 0 !O 20 30 40 50 63 70 90 M C - SP r'O *' p .
-no- 2a w M
./.
1
,~,
I
~
l X *i
- so - ,,
l
. N ,_+l ~
l EP
-7 m 30
~N*,
1 I l I v l r i i +- u
-w- -
sa ; ,, l _ .-- I f 3 " <' C. ~ . -
. ) 5.V g .
5 g . g SP ' "
. $ { { t I ;
5 ,
._M , I l C ; ct j' N - l g
l
,'I
-w- a s n ' ~n l l 4
! ' 6. r vt __-_-: , , 1
-so - IOC, I l l l l l i
- t
-# 00 - -
l i f
- i -ne - 7~
! l i
. i \,!
t i
; i
.. i t. # l l l ! i l
f I I
-,3: _-
cu vt
- l
-w l !
l l : l ;40 "" 143 - i CIGURE 2- 44 SPT N-VALUES VS DEPTH BCR!NG PZE-7 i B A IL LY N -l NORTHERN INDIANA PUBLIC SERVICE COMPANY .i onums a moor ==
MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FOOT O 10 20 30 40 50
' I 0 I -
BEACH 1 10 SAND l 0 l GLACIAL LACUSTRIfjE CLAY
'O - ^ ' '
- J' '
Y ES.=[.5 !
\- I l A?PRCACE II , f 4 0 --
p ! ' ~ ~ ~ x- 6 0
~
l g 50 - f-60 '#N '
\
PPRbACH I [ 70 ' ' id
@ 80 E 5 s 90 3 d
u. s' N 2 10 0 ? D f l s i 1 11 0 '
$ ! If1TERBEDCED N i SAND / CLAY 120 b \- -
i l ! ! N ; j f W.O.H. x i I 6 g. .
$$ i ! t i
! l : I 14 0 '
TILL I 15 0 i FIGURE 2-45 16 0
' MCD!FIED PENETRATION RC=CK
; RESISTANCE VS. CEPTH y l l BORING PZE-5 NOTE: BAILLY N-l W.O.H : RCCS CROPPED CUE TO WE!GHT NORTHERN -- -
INDIANA PUBLIC CF RCDS AND 140 lb. HAMMER. StrtVICt COMPA NY j l SARGENTS LUNDY
- E N Qi N E E SI S.
l MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FOOT 0 10 20 30 40 50 0 > BEACH g SAND 4 l l 2O GL ACIAL- LA CUSTRINE CLAY l
'O "#
f'# sF. S. = 1. 5 Y' , N APPROACHjZ j { -
~0 X--- 59 k
D(k
- 50 & -s' !
q N ! , O \
+ l
' sl x--58
.s I 2 60 -
N ; 9 ' F.S. : 1. 5 1 y x \ APPRCACH I i
> 70
\'\
U h w 2 80 0 S
\
F 90 (y sN d \
,\ f 1 t a 100 ,) .
1 ~- I
$ l10
'I'!'\
! I l i INTERBEDDED s SAND / CLAY (k
\ '
120 ; l , I '
!W.O.H. .
L 4 lJ [ N ! l ! I i I i 14 0 , I TILL l 15 0 I ' l l FIGURE 2-46 16 0
~ MODIFIED PENETRATION ROCK , RESISTANCE VS. DEPTH
! y l l SORING PZE-6 NOTE: BAILLY N-l l NORTHERN INDIANA PUBLIC W.O.H : RCDS DROFPED DUE TO WE!GHT CF ROCS AND I40 lb. HAMMER . SERVICE COMPANY h SARGENTSLUNDY
! .~,~....U i . . . . . . - . - , _ . . , , . . _ . _ + .._..,._,_.,,._.m, _ _ _ , _ , .
)
MODIFIED PENETRATION RESISTANCE,N,-BLOWS PER FOOT 0 10 20 30 40 50 0 ' + BEACH 10 SAND GLACIAL LACUSTRINE CLAY 20 #~- ~' ## PR CH11 h
~
g' 40-l i ap " - 3
- 50 ' M e 60 k ,
y^~ X p 5 g 3 ',g Q sl
\
.N. s v
lx--- 62 /5_ D N, w . _ _ _ ( 'N e 80 ' h 3 I' k'A'
.- F.S=1.5 APPROACH I s 90 k ' -
- u. N z100 5
,\
N '
- lio
\*l
, INTER 8EDCED i
I',; l' 5 SAND / CLAY l20
< ,\
l s Q-
\
\
13 0 k s' l ' - Cf I' I
- I I I 14 0 TILL 150 FIGURE 2-47 16 0 i ,
MQDIFIED PENETRATION R0cx 7tSISTANCE VS DEPTH f BORING PZE-7 SAILLY N-l NORTHERN INDIANA PUELIC , SERVICE COMPANY t
- l SARGENT S LUNDY E N GIN E E 53 Sd
MODIFIED PENETRATION RESISTANCE, N,-BLOWS PER FOOT 0 10 20 30 40 50 0 = 0 10 - SAND 0 ~ GLACIAL-LACUSTRINE CLAY 30 l N. ; 'n g - S . U AX y 40 i N
.7 Q .' -$[$to2cH ,g IL} / \ [' 3-x
>, so gg.g b gNN N p, 3 g70:3-sA 9
N'* x 3 A 50 , Y U' U-A
+
ll . N Ag D- 82 2 60 -
, j 80s '/ q- , Iq, g - n;ir se N' /.'x'h' F. S : 1. 5 X .4.~-
4 y f(x\ '
, APPROACH I l D . 60/5" d /5" Qlls ' D w
2 ' \\\'N
@ eo u.
I.' I {'N'\\ c NN'N'
~
N s e 90 - \. ., ' w w N\Q\. SN 10 0 - - r ,\' r
$ lio 1T .[
$ IN INTERBE00ED lPZE-6
. J ,
[ lU SAND / CLAY 12 0 u. O i-
, xx 130 -
)
I ;' /[ . d I l ! 14 0 l ' TILL 15 0 FIGURE 2 -48 CCMPOSTE MOCiF!ED PENETRAT!CN 16 0 ! RESISTANCE VS. DEPTH 80 RINGS l ROCK l PE E-5, PZE-6 8 PEE-7 i LEGEND. BAILLY N-l x P r.,'_. c. - 5 NORTHERN INDIANA PUBLIC SERVICE COMPANY A PZE -6 n P2E -7 j SARGENT TxLUNDY j. 7 5 NOINE S ASU RCD CROP LNCER CCMENED WE'GHT e CF DR:LL!NG RODS AND 140 lb. HAMMER.
SOIL BIRDWELL THREE-ARM CALIPER LOG BORING EOUlVALENT BOREHOLE DI AMETER IN INCHES PZE-73 4 5 6 7 8 I O ,- SP l I 20-CL
%Ae _,
^
Y4 40- ' SP T w)i N
- CL: k;"
60 SP s $, g w w SW SP
- 80- F.s w
Q
- SP: .
10 0 - l '1% ! CL %. l20-c- r SP
'CL-140 ML-FIGURE 2-50 BOREHCLE MEASUREMENT IN BORING PZE-7 S AILLY N-l NORTHERN INDIANA PUBLIC SERVICE COMPANY D AM E S 3 Moosa sa
STANDARD PENETRATION RESISTANCE,N -ELOWS PER FOOT 0 10 20 30 40 50 i 0 BEACH 10 SAND 20 GLACIAL LACUSTRINE CLAY 30
*$ j[
3 /A 40
- A ALL CRITERIA ARE *i 11 A, ESTABLISHED FOR oi uA
- 50
- o )
m e 1 /
. I t 60 .l- A/
l a; u.9j 3 70 - "I w i Gi d:) 3 80 Y ,' f [ G W AT G.W AT ELEV. +6.__ ] ELEV. - 6. r % W G.W. A T
- ) A U E LE\ .O. ,
10 0 - ; y jf N ed 1 110 --- ll
$ ,If]' INTER 8EDDED A SAND / CLAY 120 g/ +-
13 0 l ! 3
'1 I I 140 4 '
I I TILL 15 0 i FIGURE 2-51D I 8 16 0 l CRITERIA FOR LICUEFACTION ROCK l l i l POTENTIAL-PRECONSTRUCTION ARE A E NOTES BAILLY N-l
- r. e N-VALUES FOR GRCLNO #ATER AT EL EVAT:CN '6. NORTHERN INDIANA PUBLIC 2.D N- VALUES FOR GRCUND AATER AT ELEVATION C. SERVICE COMPANY 3 A N-VALUES FOR GROUND WATER AT ELEVATION 6.
- 4. 1F N- VALUE IS LESS TH AN N R ECUlRED, THEN j SARGENT GLU?f DY I i
LICU E FACTION AN ALYSE S WILL 8E PERFCRMED 4ae4amaansd B ASED CN CCNDiTIONS THAT EXIST IN EACH BCRING.
SARGENT & LUNDY E N G 1 N E E r? S CHIC A GO 3.0 PILE HEAVE AND REDRIVE 1 3.1 Introduction In accordance with the project specifications, it is required that all production piles which experience heave in excess of 1/8 of one inch be redriven. Tnis require-ment was suggested by the Nuclear Regulatory Co.uission (NRC) staff in their June 22, 1978 letter to Northern Indiana Public Service Company (NIPSCO) (Ref. 1-2). On July 14, 1978, NIPSCO inform .d the NRC (Ref. 1-3) that it ! was planning to undertake an experimental field program to investigate pile heave at Bailly and to collect sufficient information on the basis of which the allow-able pile heave could be changed to a heave consistent with actual field data. NIPSCO conducted this experimental program between September 11, and November 10, 1978. This section of the report presents the results of the field experimental - program and proposes new criteria for allowable heave of production piles. Detailed information relative to site conditions, pile design, and pile installation proce-dures are contained in Report SL-3629, " Design Analysis and Installation of Driven H-Pile Foundations, Bailly Generating Station - Nuclear 1" dated March 8,1978 (Ref. 1-1), and will not be repeated herein. 3-1
SARGENT & LUNDY E N GIN E E R S CMICAGO 3.
1.1 Purpose and Scope
of the Procram The heave monitoring program was designed with the fol-lowing objectives in mind:
- a. Obtain information about the magnitude of pile heave within an area of the Category I structures.
- b. Obtain information to evaluate the radius of influ-ence of pile driving operations on previously driven piles (i.e., the lateral extent of pile heave) ;
l ( c. Obtain information to evaluate the effects of pile heave on the pile load-deflection behavior and on pile capacity;
- d. Ob ta in information to evaluate the nature or mechanism of heave; and 1
- e. Obtain information to evaluate the redrive charac-teristics of heaved piles.
3.1.2 Description of the Program The pile heave monitoring program consisted of driving a single cluster of piles located at the east corner of the Auxiliary Building and extending partly into the Service Building, as shown in Figure 3-1. Forty piles were included in'this cluster, arranged as an 8 x 5 group, as shown in Figure 3-2. Two of the piles (1, 2) were driven 3- 2
~
SARGENT & LUNDY ENG1NEERS CHICAGO
; as part of the indicator pile driving program (Ref. 1-4..
The remaining 38 piles were driven between September 11, and September 21, 1978. Three pile load tests were conducted on piles which heaved between 0.5 and 1.04 inches to evaluate the ef f ects of heave on the load deflection behavior and load carrying capacity of the piles at Bailly. A clutter of 20 piles (arranged in four rows with five piles in each row) were redriven to obtain information on the redrive characteristics of the heaved piles. The cluster included piles with penetrations of 4 to 21 feet into the bearing stratum. This sample includes both Category A and Category B piles.* The following sections of the report describe the field procedures during driving and heave monitoring and present the results of the heave monitoring program. The report provides evaluations of the observed pile heave, as it relates to pile performance; establishes limits of
- tolerable pile heave; and provides recommendations for redriving piles which experience heave in excess of the proposed allowable limit.
*In accorcance with the classification system cresented in Ref.
! l-4, pile categories are defined as follows:
- Category A
- Piles penetrating into the bearing stratum up to 10 feet.
Category B: Piles penetrating into the bearing stratum more than 10 feet. 3- 3
SARGENT & LUNDY ENG1NEERS CHICAGO 3.2 Pile Driving and Heave Monitorinc 3.2.1 Driving Criteria 4 l All piles in the heave cluster were driven to meet the following criteria as described in Reference 1-4.
- a. A minimum of 500 blows for the last five feet;
- b. A minimum of 100 blows for the last one foot; and
- c. A minimum of 10 blows for the last inch.
All piles were driven continuously during final seating to satisfy the above criteria. 3.2.2 Driving Procedures The pile driving procedures were as described in Refer-ence 1-4, and in accordance with approved QA/QC proce-l dures. 3.2.3 Driving Secuence The piles in the heave cluster were driven row by row from west to east. Piles in each row were driven starting from south and moving north. The piles were numbered in accordance with the chronological order of driving, as shown on Figure 3-2. Piles 1 and 2 ( AB-141 and SA-9) were driven during the initial phase of the indicator pile driving program (Ref. 1-4). 3-4
SARGENT & LUNDY ENGINEERS C H I C A "io 3.2.4 Heave Monitoring - Survey Procedures 3.2.4.1 Procedures The following procedures were used to monitor pile heave:
- a. Immediately after driving, each pile was surveyed using standard elevation surveying techniques. A diamond-shaped steel plate was welded to the pile flange one to two feet above ground surface. The elevation of the top of the steel plate was estab-lished using as reference temporary benchmarks.
These temporary benchmarks were surveyed twice daily with reference to a deep benchmark which was socketed into the bedrock outside the area of the Category I structures. The purpose of this survey I was to assure that there was no movement of the I temporary benchmarks.
- b. Each pile in the cluster was resurveyed upon comple-l tion of driving of every additional pile in the 1
cluster.
- c. Each of the driven piles was surveyed at the end of each day and at the beginning of the next day, prior to any additional pile driving.
- d. All piles were surveyed twice daily (morning and 1
af ternoon) for a period of seven days after comple- l 3-5
5 SARGENT & LUNDY 1 CNGlNECR$ 1 cmcaco tion of all pile driving to investigate time-dependent heave. I
- e. Six piles in the cluster were instrumented with tell-tales installed at the pile tip to measure the upward movement of the pile tips. The instrumented piles are identified on Figure 3-2. The tell-tales
- were surveyed whenever the top of the pile was surveyed.
Driving of nine piles, Nos. 32 to 40, was intentionally interrupted immediately before these piles penetrated the predicted top of the bearing stratum and then again after these piles penetrated into the bearing stratum. One of the purposes of these interruptions was to survey the piles adjacent to the pile being driven in an attempt to identify the nature of pile heave, i.e., whether pile heave was caused by skin friction due to heave of the l clay above the bearing stratum, or was caused by bearing layer heave. Six piles driven during the indicator pile driving program (Ref. 1-4) and located close to but outside of the heave cluster were also monitored for heave during i
- the driving of the heave cluster. The locations of the
,' six piles are shown on Figure 3-2. The purpose of ! monitoring these piles was to evaluat: the lateral extent
- of heave.
3-6
~ - _ _ . -- .- _ ..
SARGENT & LUNDY ENGINEERS C HIC ACO 3.2.4.2 Survey Precision and Accuracy Elevations were read to 0.001 ft. by an experienced survey instrument man using an engineer's level installed as close to the heave test cluster as practicable. A surveyor's elevation rod was set on top of the diamond shaped steel plate and held vertical by means of a small torpedo rod level. Witn this controlled arrangement, the probablu error for each individual reading is estimated at +0.003 ft. However, the total cumulative error between consecutive readings could be up to 0.006 ft. (0.07 inches). This assessment is reflected in some of the plots of heave versus time shown in Figures 3-7, 3-9 and 3-11. 3.2.5 Pile Redriving Procedures A cluster of 20 piles were redriven. It was originally intended to redrive these piles by at least the amount of heave. A number of these piles were redriven up to or i slightly more than one inch. One pile (AS-156) was
- redriven by 2.1 inches. The intent was to verify that even for the second inch of driving the penetration resistance was above the minimum specified driving resistance of 10 BPi.
1 During redriving the total number of blows required to redrive the piles were recorded. On some occasions, a j few blows with short stroke (33-35 inches) were delivered i 3-7
. -__. . - _ . - __ .- __ _ __ __- - _ _ _ _ _ _ _ ~_ _ --
i SARGENT & LUNDY ENG1NEERS CHICAGO 4 by the hammer at the beginning of redriving until' the ha. amer warmed up. 4 i Each pile in the 20 pile cluster was surveyed prior to I any driving. These piles were also surveyed immediately after redtiving to establish the amount of redtiving. Upon completion of redriving of all 20 piles, these piles were resurveyed to establish the amount of heave which took place after redriving, t I
! A special redtive test was conducted on Pile SA-25. This pile was redr iven for 6-1/2 inches of additional penetra-tion approximately 68 hours after initial driving (the l
pile met the specified driving cciterla during the initial driving). No other piles were driven between the end of the initial driving and redtiving. This pile did l not experience any heave between the end of the initial driving and redriving. I t l l l l 3-8 \ !__ _. . . _. . . . _ . _ , _ _ . . _ ._._.._._ _.__ -~ . _ . _ _ - . . _ _ . . _ . _ - _ . , _ __ _ _ _ - - . _ . -
SARGENT & LUNDY ENGtNEERS C HIC AGO 3.3 Pile Load Tests 3.3.1 Load Test Program Three pile load tests were conducted to investigate the ef fects of pile heave on the load-deflection behavior and the ultimate load capacity of the piles at Bailly. The selection of the piles for load testing was baced on the following considerations.
- a. One load test was conducted on Pile AB-155, which heaved by 0.62 inches. This pile was instrumented I
with a single tell-tale installed at the tip of the pile. Survey measurements of the tell-tale indi-cated that the pile tip heaved by 0.6 inch. The load test on this pile provided information on the load deformation characteristics of the pile tip, which was useful in evaluating whether the pile tip was unseated.
- b. One load test was cor.d uc ted on Pile SA-9, which experienced the greatest amount of heave (1.04 inch) within the heave test cluster.
- c. The third test pile (S A-ll) was selected for testing primarily because it had the lowest final penetra-tion resistance (8 to 12 blows per inch (BPI) over the last foot of penetration with 12 BPI for the 3-9 l .
SARGENT & LUNDY ENGtNEERS CHICAGO last inch) within the heave test cluster. In addi-tion, this test pile heaved by 0.52 inch, which was close to the average heave within the test cluster. 3.3.2 Load Test Procedures 3.3.2.1 General The test piles were load-tested in accordance with ASTM procedure Dll43-74, " Piles under Axial Compressive Load". The optional cuick load test method was used. The reasons for selecting this method were: l l
- a. The load-deflection diagram would be free of creep deformations. This is very important since the primary reason for these tests was to investigate the possible effects of pile heave on the load-deflection behavior, in order to assess whether unseating of the pile tip occurred. Creep deforma-tion would tend to mask the effects of pile tip unseating on the load-deflection diagram.
- b. Interpretation of pile load capacity using the Davisson criterion (Ref. 3-3) is based on the ase of the quick load test method.
- c. The rate of load application does not have any significant effect on pile load capacity (see Ref.
3-2). 3-10
SARGENT & LUNDY E N GIN E E R S CHICAC.O The quick load te s t procedure consisted of applying the load in 10-ton increments every 2-1/2 minutes. At the maximum load (530-600 tons), the load was maintained for 5 minutes prior to unloading. Unloading was performed in 50-ton load decrements. The load was maintained constant for 5 minutes af ter each load decrement. A slight devia-tion from the planned procedure occurred during unloading of pile AB-155. The load was accidentally reduced from 530 tons to 350 tons without taking any interim deflec-tion measurements. The load was, however, immediately increased from 350 tons back to 440 tons and held for 5 minutes. Thereafter, unloading proceeded in accordance with the planned unloading schedule. This incident caused the slight load cycling shown on the load- , deflection diagram on Figure 3-13. 1 The load was applied with a 600-ton hydraulic jack. The load applied to the pile was monitored using a 600-ton
- load cell. However, pressure readings f rom the hydraulic jack were recorded for ' each load increment as an addi-tional check on the applied load. A spherical bearing i
was placed between the ram of the hydraulic jack and the i load cell to eliminate misalignment of the ram. A four-pile reaction f rame was. used. Typical arrangement of the frame and reaction piles is shown on Figures 3-3A and 3-33. All the reaction piles were located more than l
- 3-11 2
_.w. _ _ ,, . _.. -- . , - - ----r we - g- e s ~ -"'P
+ .-. 1 i
SARGENT & LUNDY
, ENGlNEERS CHICAGO 7 feet (minimum required by ASTM standards) away from the test pile. Pile butt movements were monitored with four dial gauges accurate to 0.001 inch. The dial gauges were mounted to an independent reference frame with the dial i stems resting on 2-inch angle plates welded to the-flanges of the pile. Pile tip movement for Pile AB-155 was monitored with a dial gauge welded to the center of the pile web with the dial stem resting on the top of the i
tell-tale rod. This allcwed measurement of the tip displacement relative to the pile butt (i.e., the com-pression of the pile). All the anchor piles were monitored for upward movement using one dial guage per pile. 3.3.2.2 liydraulic Jack and Load Cell Calibrations l ' A 600-ton hydraulic jack was used to apply the load to-the test piles. The same jack was used for all three i tests. The load applied to the piles was, however, con-trolled using load cells. Two load cells were used during this program. The first load cell which was used during the test on Pile AB-155 malfunctioned during the test and was subsequently replaced with a second load cell,to.nonitor the applied loads on Test Piles SA-9 and SA-11. The load cells were used to control the applied loads l because they were considered more accurate than the
/
3-12
_ _ __ _ _. - . _ _ . _ = __ . , _ _ _ . __m. . _ _ _ _ . _ . . i SARGENT & LUNDY
, ENG1NEERS i cH.c A co !
i ! hydraulic jack pressures. However, the first load cell (which was used during the test on Pile AB-155) was found to be inaccurate at loads greater than 300 tons. This was recognized during the test because there was a sig-nificant discrepancy between the load indicated by the
, load cell and the load obtained from the recorded hydraulic jack pressures. Th is load cell and the hydraulic jack were initially calibrated at the Engineering Mechanics laboratory of the University of i
Illinois, Urbana. However, the two devices were cali-brated not as a unit but individually and on dif ferent L occasions. When the discrepancy between the loads indicated by the load cell and the hydraulic jack was noted, it was decided upon completion of the test to send the entire t l loading system (including the load cell, the hydraulic i jack, and the pump with its pressure gauges) back to the [ University of Illinois for recalibration. This recali-bration was performed on October 9, 1977, and revealed that the calibration furnished with the load cell was incorrect. However, the hydraulic jack calibration was found to be accurate and consistent with the previous calibration. The calibration data are presented in Appendix 3-E. Consequently, the results of the load test on Pile AB-155 presented in this report are based on the recorded hydraulic pressures. Measurements using the 3-13 l .__ -_ _ _ _ _ _ _ . _ . - _ _ _ _ _ _ _ _ _ _ _ . _ _ _
.. - - ~ ..--. . ~ ~ _ . ~ - _ - . _-.- _~~ .-
SARGENT & LUNCY ENGINEERS CHICAGO r load cell were ignored, and the load cell was replaced for the subsequent load tests. A second load cell was used to control the load during } the tests on Piles SA-9 and SA-ll. This load cell was calibrated together with the hydraulic jack, the hydraulic pump, and the pressure gauges as a single unit
! at Lehigh University, Bethlehem, Pennsylvania. The cali-a bration results and calibration charts are presented in Appendix 3-E of this report. However, it is important to note that the jack calibration obtained at the University of Illinois was practically identical to the calibration obtained at Lehigh University and therefore confirms the accuracy of the load test data obtained during the testing of Pile AB-155.
1 L 4 i - 3-14
l SARGENT & LUNDY E N G I N E E ft S i cmCAGO 3.4 Results of Heave Procram i 3.4.1 Pile Drivinc Characteristics , Table 3-1 surtnarizes information relating to the driving characteristics of the piles within the heave cluster. t It includes pile leng th, tip elevation, date of driving, reference elevation, final driving resistances, and depth to the top of the bearing stratum. Information relating to the operation of the hammer and cushion thicknesses is also given in this ta ble. Plots of : l driving resistance versus depth are presented in Appendix 3-A, and the contractor's driving records are encloced in Appendix 3-B. The set graphs are presented in Appendix 3-C. Thirty-two of the piles in the heave cluster satisfied the specified driving criteria by penetrating into the bearing stratum less than 10 feet. These piles classify as Category A piles. The remaining eight piles, I;os. 27, 28, 31, 32, 33, 36, 37, and 40, penetrated into the bearing stratum by 19 to 29 feet and classify as Category B piles. i t i 3-15 , _ _ _ . ~ . . - _ _ _ , _ _ - - _ - . - , . _ _ . _ . _ _ _ . _ _ _ _ _ _ _ _ _ . _ . _ _ _ . . . _ - _ - _ . - - - , . . _ _ _ - - _ . - - . . _ _ .
. - . . - _- _ . . - ~ . . . . _ . . .. . . -- .. ~_-.~- ...- --..-.~--.n.._u.. n ..
L L
- j. SARGENT a LUNDY '
E N Gl% C E n s T CmCAGO 3.4.2 Heave Measurements 3.4.2.1 Piles within the Heave Test Cluster d Table 3-2 presents detailed pile heave measurements for
- all forty piles. The table includes measurements of the 4 elevation of the reference point near the top of the pile, the elevation of the tell-tale, and the total heave 3
4 of both at the time of the measurement. Figure 3-4
] presents a histogram of final heave of all piles in the heave test cluster recorded seven days after com?letion of driving of the heave cluster. Pile heave varied from ,
1
-0.06 inch
- for Pile No. 40 (last pile d r iven) to 1.04 inches for Pile No. 2. However, most of the piles in the i
heave test cluster (29 out of 40, or 73 percent) experi-i enced heave between 0.4 and 0.7 inch. Only three piles. (Nos. 15, 1, and 2) heaved more than 0.7 inch. piles 1 and 2 were driven as part of the indicator pile driving program during the initial phases of the program. Their locations within the heave test cluster are such that i j they were af fected by the pile driving, both while it was advancing towards them and while it was moving away f rom them. It is, therefore, considered reasonable that these i
- piles would experience the greatest amount of heave.
l I Figure 3-5A presents the distribution of heave within the l r i heave test cluster after driving of the first 20 piles (5 i x 4 cluster) . Figure 3-5B snows similar results after I completion of driving of the entire heave test cluster.
*The negative heave for this pile is considered to be a result
( of survey error and indicates that no measurable heave has taken !' place. 3-16
- l
I s
.iARGENT & LUNDY
) ENGINEERS I CHICAGQ ? The maximum heave at the end of driving of the first 20 piles was 0.43 inch, while upon completion of driving of the entire cluster, the maximum heave was 1.04 inches. A i comparison of Figures 3-5A and 3-5B gives an indication of the ef f ects of the size of the cluster on the magni-tude of heave. Generally, pile heave increases towards the center of the cluster, irrespective of the size of the clucter. One of 4 the two indicator piles in the cluster, Plles No. 1, located at the southern line of the cluster, is an excep-tion to this observation. It heaved 0.84 inch, which is significantly more than the heave of the other piles located at the periphery of the cluster. However, this is to be expected, because it has been subjected to the i effects of driving of all other 38 piles in the test t Cluster. ) Figure 3-6 presents maximum and average pile heave per { row versus distance from the first row (located at the west end of the cluster). The data used to prepare this I f ig u r e excludes the heave of the two indicator piles within the cluster. There is little variation in average ! pile heave in the first five rows (0.58 + 0.06 inch) . I r J 3-17 i
. . - . _. . - .. - . - . - - .-- . - - _ . - . . ~ - - - _ - = ~ . - . .- .a t
i SARGENT & LUNDY ENGINEERS j CHICAGO The maximum heave is greatest in row no. 3, while rows , nos. 1, 2, 4, and 5 have comparable maximum heaves, ) i Figures 3-7A and 3-7B present plots of heave versus time i for e igh t piles within the heave test cluster. These eight piles are located in different rows and have been selected for presentation because they have experienced i
, the greatest amount of heave within their respective row, excluding the indicator Piles 1 and 2. The cates on which the piles were driven are also indicated on these figures. It can be seen that most of the heave takes place very rapidly, usually within the time required to I
) drive the subsequent two or three rows of piles. A , distinct increment in heave is noted after the driving of 1 each additional pile. The data presented in Figures 3-7A and 3-7B would indicate that over the weekend of September 15, 1978 there was a slight increment in heave although no piles were driven during this time interval which might be interpreted as time dependent heave. How-
'6ver, this increment in heave is very small and could very well be the result of survey error QO.03 to 3 0 07 r
inches). Heave measurements over a period of seven days after completion of all driving indicates that the pile heave at this site is not a time dependent phenomenon. The effects of driving a single pile on the heave of other previously driven riles in the cluster is demon-i 3-13
.__m.. - _ . _ _ _ _ - . _ . - . _ _ - _ , . . _ . _ . - _ _ _ . _ _ , _ _ _ _ _ _ . . _ _ , . _ _ ~ . . _ - _ . _ _ . _ . ~ . . . .
SARGENT & LUNDY ENGlNEERS C HIC AGO 3.4.2.2 Piles outside the Heave Test Cluster Table 3-3 summarizes heave measurements for the six indi-cator piles located in the immediate vicinity of the heave test cluster as shown in Figure 3-2. Heave for these six piles varied from 0.16 inch (Pile RB-513, loca-tion 38.5 feet away from the closest pile in the test cluster) to 0.43 inch (Pile SA-59, located 14.5 feet away from the closest pile in the te s t cluster). Figure 3-11 presents plots of heave versus time for the six indicator piles located adjacent to the heave cluster. The dates on which the heave cluster piles were driven cre also indicated on this figure. Piles AB-82 and AB-59, located about 16 and 27 feet to the west of the heave cluster, respectively, experienced significant heave, 0.16 to 0.18 inch, during driving of the first three rows of the test cluster. Subsequently, during the driving of more distant rows 4, 5, and 6, there was virtually no change in heave of these piles. During driving of rows 7 and 8, there was a small but distinct increase (by about 0.08 inch) in heave of these two piles. It is also clear from Figure 3-11 that during the early stages of pile driving in the heave test cluster, Piles AB-59 and AB-32 heaved more than the other l l 3-19 i
. - - . - _ _ - - _ . . - . - - . . _ ~ _ . - - . - _ - - . . . - . - _ _ - - - - _
i
; i i
I 1' j SARGENT & LUNDY r j cnosuccas l C HIC AGO i i l '
) four indicator piles. This is reasonable, since these j 4
J j two piles are located closest to the first three rows of i r piles in the heave test cluster. I i l i i i Piles SA-59 and SA-86 are located about 14.5 and 26 feet E } east of the heave test cluster. As pile driving 1 i progressed from west to east, piles were progressively ! being driven at closer distancec frca these two indicator piles. Heave increased sicwly during driving of the 4 first five rows of the heave test cluster. A rapid 4 i increase in heave was noted during driving of the last t three rows in the cluster. Pile SA-59, the indicator !
' t
(
- pile closest to the heave test cluster, experienced the r i
greatest amount of heave, 0.43 inch. I i Approximately 0.36 ; 't inch of the total heave for this pils occurred during the j i driving of the last three rows of piles. ! i i 1 ! i j It must be recognized that, during production pile j driving, the sequence of driving will be such that the ! i driving operations will usually proceed away from the already driven piles, except prsvicusly driven indicator (
- piles. Therefore, the behavice of Piles SA-59 and SA-86 j
i j i is considered less significant in assassing pile heave i j during production pile driving. l l I i 1 t 3-20 l { !
~ _ , . ._ . . . - . . . _. __ _
i SARGENT & LUNDY ENGlNEERS CHIC AGO
- Indicator Piles RB-519 and RB-513 are located to the 1
l south of the heave cluster and line up with the fif th row of piles in the heave test cluster. They are 16.5 and 39 feet, respectively, from the closest pile (No. 22) in 5 the heave cluster. Both of these piles heaved gradually ' during driving of the first five rows by 0.02 to 0.08 inch. Additional heave of 0.13 to 0.22 inch occurred , during the driving of the last three rows of piles in the I heave test cluster. Figure 3-12 presents the heave of the six indicator piles versus distance from the closest driven pile in the test - cluster. Two plots are shown on the figure. The first one shows heave at the completion of driving of the first i 20 piles in the heave test cluster. In addition, heave data from the first pile driven in the cluster (No. 3) i is also included for comparison purposes. Upon comple-tion of driving, the maximum heave was 0.43 inch and
- occurred at 14.5 feet away from the closest pile in the j test cluster. The minimum heave was 0.15 inch and occurr ed at a distance of 38.5 feet away from the closest pile in the cluster.
i 1 J l 3-21 i
_- ~_-_ _ _ =__ _ _ - _ _ . _ . _ _ . - _ . .. -_ _. --. . _ _ , SARGENT & LUNDY t enassecas a CHICACC 3.4.3 Pile Load Test Results i Figures 3-13, 3-14 and 3-15 present load test data from the three test piles, namely AB-155, SA-9, and SA-11, ! respectively. Load-deflection diagrams as well as plots
; of load and pile deformations versus time are cresented.
All three piles sustained loads well in excess of 400 i I tons (530 tons for AB-155 and 600 tons for the other two piles) without failure. The raw data for the three lead tests are presented in Appendix 3-D. I Test Pile AB-155 was instrumented with a tell-tale ! installed at the pile tip. The deflection of the pile tip determined from the tell-tale readings showed that the pile tip settled by 0.34 inch, significantly less than the recorded pile tip heave of 0.6 inch. 3.4.4 Results of Redrivinc of Heaved Piles i i Upon completion of the heave monitoring and of the pile load tests, a cluster of 20 piles, arranged in a 4 x 5 j group as shown in Figure 3-2, were redtiven in accordance t-with the procedures outlined in Section 3.2.5. Y p I j 3-22 i
-_._.w,.,e w .m m - -- _....r . . - ,r ,--,---.w-.c . . - - _ . _ - - - _ _ , , , . , , , _ . - - _ , _ . _-...,_m -
.,_,.m-,,.- ....--e._.-,,.__ _ . . . - - . . - - - _ - - -
SARGENT & LUNDY ENGfNEERS CHIC AGO The sequence of redriving was more or less random and was controlled by the ability of the driving rig to reach these piles. However, the order of redriving may be established from Table 3-4 since the redrive data are presented in accordance with the chronological order of redriving. Table 3-4 cummarizes information relating to the redriving characteristics of the 20 piles. It includes , pile leng th , tip clevation, penetration into the bearing stratum, the final driving resistance at the time of l driving, the redrive resistance and cushion thicknesses t during driving and redriving. Pile heave, as well as the amount of redrive and reheave are also presented. During redriving a number of blows with shor t stroke (33-35 inches) were delivered by the hammer at the begin-ning of redriving until the hammer warmed up. The of ficial ccntractor 's records excluded all the blows with stroke less than 36 inches because according to the con-tractor's OA/CC procedures these blows did not meet the project specifications. However, these blows were 4 recorded by the engineer's representative at the site during redriving. Although these records are unof ficial, they are presented in Table 3-4 for completeness and to allow a more realistic evaluation of the redriving resis-tance. The total number of blows, including those with 3-23
SARGENT & LUNDY ENGlNEERS CHacaco short stroke, were utilized to recompute penetration resistance ratios.* These penetration resistance ratios, presented in the last column of Table 3-4, are considered more representative of the actual pile pene-tration resistance during redriving than the penetration resistance ratios computed excluding the blows with short stroke. Very high red:ive resistances were recorded for all piles. The minimum equivalent redrive resistance (excluding short stroke blows) was 18 blows per inch (BPI) and the maximum equivalent resistance was 927 BPI. All piles, except pile AB-143, had redrive resistances which were higher than the driving resistance recorded at the end of initial driving. This indicates that signifi-cant freeze developed at this site. As pointed out earlier, the officially reported redrive resistances exclude the blows delivered to the piles when the hammer stroke was less than 36 inches. Typically, however, these short strokes of the hammer were 33 to 35 inches, which means that the hammer energy was still 90 to 97 percent of the rated energy. These blows contributed to the penetration of the pile during redriving and there-fore, the actual penetration resistance was higner than the resistance reported on the contractor's records. The last column of Table 3-4 shows penetration resistance ratios including the blows with short stroke. The
*A Penetration resistance ratio is defined as the ratio of the penctration resistance recorded during redriving to the pene-tration resistance recorded at the end of initial driving 3-24
SARGENT & LUNDY ENGINEERS CHfCACQ redrive resistances are seen to be at least 1.4 times the penetration resistance recorded at the end of initial driving. This clearly demonstrates the presence of freeze at this site. Figure 3-16 presents the ratio of redriving resistance to driving resistance as a function of pile penetration into tne bearing stratum. It is obvious frca this figure that T.uch higher redriving resistances were measured for the category 3 piles (piles which penetrated more than 10 feet into the bearing stratum) than for category A piles. This may be indicative that freeze is much higher for category B piles than for category A piles. Heave after redriving varied from zero to 0.20 inches. The average heave was 0.09 inch. The amount of heave caused by redriving is small and considered inconse-quential. Special Redrive Test The redrive resistance of pile SA-25 was investigated by redriving this pile approximately 63 hours after initial driving. No other piles were driven within this waiting period (weekend), and the survey data taxen during this period indicated no heave for this pile. The redrive resistances are plotted in Figure 3-17 as a function of the cumulative number of blews delivered to the pile 3-25
l. SARGENT & LUNDY ENGINEERS CMICAGO >
- during redriving. The penetration resistance at the end of initial driving is also indicated in thic figure. It is clearly seen from this figure that redrive resistances were s ign i f icantly higher than the penetration resis-tance recorded at the end of initial driving. This a indicates that significant freeze develops at this site within a very short period of time.
f I f
/
3-26
r SARGENT & LUNDY ENGINEERS CH3 Caco 3.5 Evaluation of Heave and Redrive Data The heave and load test data demonstrated that heave of 4 up to one inch is not detrimental to the pile load capacity. The following sections present the detailed evaluations leading to this conclusion. 4 i 3.5.1 Magnitude and Areal Extent of Heave Most of the piles (29 of the 40 piles in the heave tes: cluster) heaved between 0.4 and 0.7 inch. Only three
+
4 piles heaved more than 0.7 inch, while the remaining S piles heaved less than 0.4 inch. The smallest amount of heave was experienced by the last 6 piles driven in the heave cluster (Nos. 35 to 40). Their heave varied from zero* to +0. 3 inch. The small magnitude of heave experi-enced by these piles is reasonable, since it has already 4 been established on the basis of the data presented on ! Figures 3-7A and 3-7B that pile heave increases as the i number of the subsequently driven piles increases. Heave within the test cluster was found to increase as the size of the cluster increases. This is demonstrated < on Figure 3-18, which shows plots of average and maximum heave within the cluster (excluding indicator piles 1 and i 2 in the cluster) versus the number of driven piles. For example, after driving 20 piles (5 x 4 cluster), the maximum heave was 0.43 inch, while at completion of
*The actual minimum recorded butt movement was -0.06 inches, but this-is considered to be the result of survey error rather than actual downward movement of the pile.
3 27
_- _ - = - - - - . -. .-_ _ - ~-_ . .- -. 1 SARGF.NT & LUNDY j ENGINEERS
' C MIC AGO i
driving of the entire cluster, the maximum heave (excluding the two indicator piles) was 0.85 inch. . On the basis of these results, it is expected that piles within small clusters (up to 20 piles) , which is typical of many of the clusters in the Auxiliary, Service and Radwaste Buildings, will heave less than 0.5 inch as a result of driving of the piles within the individual cluster. i Piles in the larger clusters are expected to heave significantly more. Pile heave in excess of one inch is expec ted within such clusters due to driving of piles within these clusters. An important consideration relative to redriving of piles which exhibit heave greater than the allowable value (as presented later, up to one inch heave is allowed) is the radius of influence of pile driving on already driven piles. The following section presents an evaluation of - the radius of influence of pile driving on the heave of 1 previously driven piles. 3.5.1.1 Radius of Influence of Pile Driving The radius of influence of pile driving is evaluated by examining the variation of pile heave with distance caused by driving a single pile, by driving an entire row 3-2S
_= . . _ . . -. - . SARGENT & LUNDY j ENGINEERS CHIC AGQ 1 of piles, and by examining the heave of the indicator piles located outside the heave cluster caused by driving of the piles in the heave test cluster. Typical data on incremental heave caused by driving a single pile were presented on Figures 3-8A and 3-83. Appendix 3-F presents the data for all forty piles. Generally, it may be stated that the piles closest to the dr iven pile heave the mos t, and that heave decreases with distance from the driven pile. In many cases, piles i located as far as 20 feet from a driven pile heaved as . much as 0.05 inch because of driving of a single pile. Even with an allowance for survey error, which may be up , to +0.003 feet (+0.036 inch), it may be seen that notice- !l able heave may take place at distances up to 20 feet away > from a single pile. l The cumulative effects of driving a row of piles is demonstrated on Figures 3-19A and 3-19B, which present j plots of average and maximum incremental heave within a given row caused by driving another row of piles (5 piles per row) at some distance f rom the row in question. It may be seen that the incremental heave (both average and maximum per row) decreases with increasing distance away from the last driven row. On these two figures, a distinction is made between the incremental heave observed during driving of the first 6 rows of piles and 3-29
... - - _ . .- . .- - _ ___.. - , _ - - _ _ . . . .- _ _ . - . _ . ~ _ .- .
I I SARGENT& LUNDY E N GIN C E R S CHICAGO the heave observed during the driving of the last two rows. The incremental heave caused by driving the first six rows is quite consistent at equal distances from the last dr iven row. Significantly greater incremental heave j was noted as a result of driving the last two rows of
, 1
{ piles. On the basis of the data of Figure 3-19, it is concluded that discernible incremental heave (0.05 inch or more) caused by driving a single row of piles may take place at distances as great as 20 feet away from a given row. l The heave of the indicator piles located outside of the limits of the heave test cluster showed that heave varied t from 0.43 inch at a distance of 14.5 feet to 0.15 inch at I a distance of 39 feet away from the cluster. . r The size of the driven cluster has a significa~ ffect on the magnitude of heave, as demonstrated on Figures 3-5, 3-12, and 3-13. For example, at the end of driving l of the first four rows, the. heave of the indicator piles f (outside the cluster) was less than one-half of the final i heave. 1 On the basis of the results presented herein, it is con-cluded that significant heave can develop because ,of driving a single pile or a row of piles at distances up to 20 feet away from the driving activity. However, the i 3-30
- t
. ~ . . , . ._ . _ _ _ _ . . _ , . _ _ ___ , , . . . . , _ _ . _ - _ . . _ . _ . _ . . _ , , , . . , _ - . _ , . _ , . . _ _ . _ _ _ _ _ , , . , . _ - . - - - _ _ _ _
SARGENT & LUNDY ENGINEERS CMICAGO cumelative effects of driving a large cluster of piles dre seen to Cause significant heaVO at distances in excess of 35 feet away from the cluster. It is estimated however, on the bc.is of the results presented in Figure 3-12, that at distances greater than 50 feet, pile heave caused by driving of large clusters of piles will be negligible. 3.5.2 The Nature of Heave 3.5.2.1 General In the evaluation of pile heave as it relates to the safety and integrity of the pile foundation, it is impor-tant to determine the mechanism of heave. The various mechanisms of pile heave are divided into three cate-gories, as described below.
- a. Pile heave caused by the displacement and upward movement of cohesive soils above the bearing stratum, called friction heave in this report. In this case, the pile is pulled upwards by the heaving soil. This type of heave may cause unseating of the pile tip, and would be detrimental for end-bearing piles. Therefore, such piles would have to be redtiven.
- b. Bearing layer heave caused by displacement of the bearing layer soils during penetration of subse-quent piles into the bearing layer. This type of 3-31
_ .._m __ _ -_ _ _. _ _ _ _ _ _ _ . . . _ _ _ . _ - ._. ] SARGENT & LUNDY ' ENGINEERS CMIC4GO I heave does not cause unseating of the pile tip and is, therefore, not considered detrimental to the j pile load-deflection behavior or to the ultimate pile capacity. It is, therefore, not necessary to redrive piles which experience bearing layer heave j only.
- c. A combination of end bearing and friction pile heave. In such a case the need for redriving depends on the relative magnitude of the two types of heave.
The most direct way of determining the effects of heave , on pile behavior is by performing load tests on piles which experienced heave. This approach does not require precise knowledge of the type of pile heave, although from the shape of the load-deflection diagram it is possible to evaluate whether the observed heave is detri-mental to pile behavior. The mechanism of heave may then be inferred from these data. i It has been experimentally established by others (see Klohn, Ref. 3-1) that end bearing piles which suffer unseating because of heave exhibit a sharp break in their i load-deflection behavior when the full skin resistance is mob ili::ed . Therefore, visual inspection of the load- l a deflection diagram of a load-tested pile which derives 3-32
,! SARGENT & LUNDY ENGINEERS CHICAGO i
its capacity predominantly from end bearing would indicate whether heave has caused unseating of the pile tip. 1 Another way to invastigate the nature of the heave is by T driving some piles through the overburden until they just l reach the top of the bearing stratum and recording the heave of neighboring piles. Then the same piles may be driven into the bearing stratum and the heave of the neighboring piles again recorded. In this manner, a comparison may be made between the heave caused by displacing the overburden soils and the heave caused by displacing the bearing layer soil. 3.5.2.2 Investigation of the Nature of Heave The ef fects of pile heave on the load-deflection behavior and on the ultimate load capacity of driven piles at Bailly was investigated by performing three load tests on piles which heaved between 0.5 and 1.04 inches. One of these piles (AS-155) was instrumented with a tell-tale installed at the pile tip which indicated thar the pile tip heaved by 0.6 inch, which was only slightly smaller than the pile butt heave (0.62) . The nature of heave was further investigated by measuring heave caused during pile penetration through the over-l burden materials and also af ter the piles penetrated into i. 3-33
SARGENT & LUNDY CNGlNECRS CHICAGO the bearing stratum (and met the specified driving criteria). Such detailed heave records were obtained during driving of 9 piles in the heave test cluster. The results of the pile load tests and the heave measurements from the 9 piles described above are evaluated below. 3.5.2.2.1 Evaluations of Pile Load Test Results Figure 3-20 summarizes the load-deflection behavior of the three piles tested as part of the heave program. The load-deflection behavior of Pile Q-94, which was load tested in October 1977 (Ref. 1-1) is also included for comparison. It can be seen from Figure 3-20, the load-deflection diagrams are practically identical for all four piles up to the maximum applied load. Variations in pile heave of 0.5 to 1.04 inches apparently have no noticeable effect on the load-deflection behavior of these piles. The load deflection behavior of Pile AB-155 was analyzed using the procedures developed by Reese (Ref. 3-4). Dr. Reese was retained as consultant to the project to provide an independent review of the work presented herein. His letter documenting the review is included immediately following Chapter 6 of tnis report. Dr. Reese conducted similar analyses for Pile AB-155 and Pile SA-ll as part of his evaluation. The general procedure for computing load deflection behavior of 3-34
I SARGENT & LUNDY
- ENGINEERS CHlC AGO
~
the input parameters used in the analyses are presented in Appendix 3-G. For this reason, details of the analsyses will not be presented in this section. The purpose of the analyses was to first estimate the ultimate load capacity of test Pile AB-155 and to then evaluate analytically the ef fects of pile tip unseating on pile load-deflection characteristics. Figure 3-21 presents the analytically computed load-deflection behavior of Pile AB-155 up to failure. The computed ultimate load was 630 tons. It is important to note that the computed load-deflection diagram follows very closely the experimentally observed load-deflection diagram up to the maximum applied load of 530 tons. The good agreement between the computed and experimentally observed load-deflection behavior gives credibility to the soil proper ties and to the analytical model used for this study (see Appendix 3-G for a description of the analytical study). Figure 3-22 presents the analytically computed friction loads and tip loads as percentages of the total applied load for Pile AB-155. At the maximum applied load of 530 tons, the tip load was 40 percent of the butt load, or 212 tons. The fact that the tip of the pile under this load settled only 0.34 inch is an indication that the pile tip was in firm contact with very dense soil. Had 3-35
i SARGENT & LUNDY j ENG1NEEHS CHICAGO i t 1 i
- the pile tip been unseated by 0.6 inch (the measured pile tip heave), it would have been impossible to develop the high tip resistance indicated by these analyses with such small movement.
i To further demonstrate that the pile tip was not 3 unseated, an analysis was performed using the same material properties as those used in the analysis which t yielded the results shown on Figure 3-21. However, the I i tip load versus tip dcflection diagram (which was back-calculated from the earlier analyses) was modified to simulate a 0.6-inch unseating of the pile tip. The load-deflection diagram obtained from this analysis is shown on Figure 3-23. The experimentally observed load-deflection diagram is also shown on Figure 3-23 for comparison. It is clear from this comparison that the tip of Pile AB-155 was not unseated. Had the pile tip been unseated, the experimentally observed load-i deflection diagram would have indicated a sudden incre- ' ment in deflection with little increase in load, similar l to the one seen in the analytically computed load-deflection diagram, t The fact that the load-deflection diagrams of all three 4 piles are smooth curves, and the fact that these diagrams are practically identical irrespective of the magnitude of heave, support the analytical studies which indicate 3-36
. _ _ _ _ _ _ _ _ _ ..m .. , __ _ _ _ .. _ _ . _ __._ --_ _- . _ _ . ._. . - _ _ _ _ _
i i l SARGENT & LUNDY ENGINEERS I Chic ASo that the pile tip was not unseated. Therefore, it is concluded that pile heave at Dailly of at least one inch l is not detrimental to the load-deflection character-istics or to pile capacity. l 1 3 l 3.5.2.2.2 Supplementary Investigation of the Nature of Heave The driving of nine of the piles in the heave test f cluster was intentionally interrupted for a few minutes I at varying penetrations to allow foc surveying of neigh-boring piles. The purpose of this operation was to determine whether heave was taking place prior to or , after penetration into the bearing layer. ; l Figure 3-24 presents a plot of the friction heave versus ! i the heave which developed during penetration into the
- l bearing stratum. It is seen that the measured incre-montal neave is quite cmall and any trends in heave 1
behavior are masked by the survey errors (which may be up i to +0.036 inches) . The results shown on Figure 3-24 may however, be considered as indicating that at Bailly, pile heave is caused both by upward skin friction along the pile shaft (caused by the upward movement of the over-burden cohesive soils) and by bearing layer heave. t i i i i ! i 4
+
3-37
i SARGENT & LUNDY ENGlNEERS CMIC AGO 3.5.3 Allowable Pile Heave 1 l The results of.the three load tests on piles which heaved by 0.52 to 1.04 inches indicate that heave of at least one inch is not detrimental j to pile load-deflection characteristics nor to pile capacity. This observation j would indicate that pile heave of at least one inch does not lead to unseating of the pile tip. Further substan-tiation of this is given by the analytical studies for Pile AB-155, which indicate that at the maximum butt load of 530 tons, the pile tip provided load resistance of about 212 tons, and yet the pile tip settled by 0.34 inch only. This settlement is much smaller than the recorded pile tip heave of 0.6 inch. Analytical studies simu-lating pile tip unseating indicate clearly that had the tip of any of the tested piles been unseated, it would i have been easily detected by the shape of the load-l deflection diagram. However, the experimental load-deflection diagrams for all three piles indicate no ' unseating. Further substantiation to this is provided by the results obtained during redriving of the heaved piles. All the Category A piles have lengths which dif fer only by a few feet. The thickness of the glacial lacustrine clay within i the area of the heave cluster is practically constant. It is therefore expected that all Category A piles in 3-33 i
, , . --..-,-----n ,- . _ - , . - - - , - . - _ . _ - - ,,
SARGENT & LUNDY ENGINEERS C HsC A Go 1 I thi- cluster would have similar freeze. Under these conditions, had pile tip unseating taken, place, the penetration resistance ratio would decrease with increasing pile heave. The results presented in Figure 3-25 which plots penetration resistance ratios versus pile heave clearly demonstrate that this is not so, since
- there appears to be no relationship between the penetra-tion resistance ratio and pile heave.
1 In conclusion, the pile load test results on the heaved piles, the analytical studies simulating pile tip unseating and the redrive data show that no pile tip unseating took place. d It is therefore reasonable to change the allowable pile heave from the present criterion of 1/8 of one inch to one inch. i 3.5.4 Criteria for Redriving Heaved Piles Based on the heave results obtained from the heave test cluster, it is anticipated that all production piles within the area of Category I structures will heave initially (i.e., I upon completion of driving of piles within a given cluster) in excess of 1/8 of one inch, even for clusters containing as few as 10 piles (see Figur e 3-13) . Furthermore, it was found that significant additional heave may take place because of driving of additional piles in other clusters located as far as 30 or 40 feet f ro.a a given cluster . It is therefore essen-3-39
. _ ._. __ n d
SARGENT & LUNDY ENGINEERS CHICAGO tial that the allowable heave be associated with a specified distance within which all piles must be driven prior to undertaking the redriving process. The purpose of this section is to provide a revised set of heave and redrive criteria based on the above concept. In developing the proposed heave and redrive criteria,
, the following factors have been considered:
- a. Load tests on piles which heaved by 0.52 to 1.04 inches showed that heave of up to one inch is not detrimental to the piles. It is therefore appro-priate that the maximum allowable pile heave be i
increased to at least one inch. This conclusion is based on the following facts: 1 1. The load-deflection behavior of the three test piles which heaved by 0.52 to 1.04 inches was similar to the load-deflection behavior of Piles TP-A, TP-B, and Q-94, i.e., no rapid increase in deflection was noted at inter-mediate test loads which would indicate unseating of the pile tip.
- 2. The ultimate load capacities of all three test
- j. piles were in excess of 530 tons, with two 3-40
. _ _ _ .=. - -- -
SARGENTa LUNDY CNGlNEERS CHIC AGO piles in excess of 600 tons which far exceeds the specified acceptance capacity of 400 tons.
- b. Even after redriving is accomplished, it is expected that some additional heave will occur because of driving of piles at some distance away. The magni-tude of this additional heave will depend on how f ar away from a given cluster the pile driving operation has progressed before redriving of that particular j cluster has been undertaken. Therefore, the magni-tude of heave above which redtiving is required must be selected with due consideration to the magnitude of additional heave which may take place after redriving.
- c. The third consideration relates to access to previously driven piles for the redriving opera-4 tion. Using swinging leads, it is possi' ole to reach piles up to 50 feet from the pile driving rig.
Allowing some space for ease of movement of the rig, it seems that the maximum distance within which I redrivir; 17 se accomplished is limited to 40 feet. l
.d . The -ag n u. de of heave within a cluster, as well as the magnitude of neave caused by driving additional -
clusters, is influenced by the size of the clusters. i ! Figures 3-5, 3-12, and 3-18 de.r.ons t r a t e this 3-41
. . . , . = _ - . _- _ - _ _ . , - _ . . . ..
i i SARGENT & LUNDY ENGINEERS ' C HIC A GO conclusively. Piles in small clusters, consisting 1 of 20 piles or less (a condition typical of clusters f J, in the Auxiliary, Service and Radwaste Buildings) , are expected to heave less than 0.5 inch upon com-pletion of driving of the piles within a given cluster. Piles located within large clusters, as is 4 the case for the Reactor Building, are expected to . heave considerably more than 0.5 inch, and many piles will probably heave in excess of one inch. It is recogn i::ed that driving of neighboring clusters prior to the redrive operation, will cause addi-tional heave within such clusters. The driving of small neighboring clusters will cause smaller additional heave than the driving of large clusters. ( i In order to limit the amount of final heave to less than one inch, revised heave and redrive criteria are as
- follows
l
- 1. All piles which experience heave in excess of 0.5 inches will be redriven by the amount of heave.
- 2. The equivalent penetration resistance shall be a minimum of 10 BPI.
- 3. Redriving will be performed af ter all piles within a distance of 35 feet have been driven.
J 3-42
SARGENT & LUNDY ENGINEERS CHlC AGO The above criteria replaces the redrive criteria presented in the responses to NRC questions submitted on , July 14, 1978 (Ref. 1-3). It is recognized that because of the great density of l I piles within the Reactor Bu ild ing that most piles will perhaps-heave in excess of 0.5 inches and will, there-fore, have to be redriven. The redriven piles will have a margin of at least one inch of additional allowable j haave after redtiving has been performed. i 4 i
, 3-43
. - - + - - - - , - - - , _ _ - - , . , , - . , , _ ~ . . . . - - - . . , _ . . , _ , , , , , m._ .m.-.e____--m. m , -
-r .,,-,s _. r.. . - - - - --m ,,y-- _. r-. -
3 SARGENT & LUNDY ENGINEERS CMacaco i
; 3.6 Conclusions 3 .
The results of the heave monitoring program lead to the following conclusions: F
- 1. Pile heave within a given cluster is dependent on the sise of the cluster. Small clusters with up to 20 piles are expected to experience heave of less than 0.5 inches. Larger clusters will heave more.
For clusters with 40 piles or mere, some piles may j heave .a excess-of one inch, prior to redriving.
- 2. Relatively small additional heave takes place because of driving of piles at distances greater t
than 40 feet from previously driven piles. It is estimated that for all practical purposes, heave caused by driving piles at distances greater than 50 feet will be negligible. l
- 3. The results of three load tests on piles which heaved between 0.5 and 1.0 inch indicate that at least one inch heave is not detrimental to pile capacity or to the pile load-deflection character-I istics. Analytical studies for the load tested piles together with the results obtained during l
I redriving ind ica te that the pile heave does not result in unseating of the pile tip. 3-44 '
SARGENT & LUNDY ENG;nEERS CHICAGO On the basis of the results of this study, it is recommended that the allowable total pile heave be
,, increased from the present criterion of 1/8 of one inch to one inch.
A set of new redrive criteria have been developed which replace the redrive criteria presented in the July 14 submittal to the NRC by NIPSCO (Ref. 1-3). I In accordance with the new redrive eriteria all s piles wh ich exhibit . heave in excess of 0.5 inches will be redriven. Redr iving will not be performed until all piles within a 35 foot radius have been driven. During redriving the piles shall have an equivalent resistance of a minimum of 10 BPI. 4
- 4. The redrive penetration resistances show conclus-ively that significant pile freeze will develop at Bailly.
i t i j 3-45
? i i l \ Hallly N-1 NIPSCo Page 1 TAh!.E 3-1 SUMFtARY OF PILE DRIVING DATA - itEAVE CLtfSTER l l - Depth Cushion Final Illows To Top of Itammer Speed in Thickness Furnh.h Driven Tip
- Date Driving Blows I.a s t Bearing Blows per Inch / Initial Pile f.ength I.ength Elev. C.S.E./R.E. Driven Re sistance Last Five Stratum St roke in Inches 1.uc . Ft. Final Ft. Ft. Ft. (1978) EPI Foot Feet Ft. at Final Drive Inches Ee:ws rks SA 9 75.4 5H'-4" ~50.5 48/+9.6 8/8 16 159 498 52 ** **
I Previously driven indi- i cator pile. ; r AB , 141 75.3 58'-5" -50.4 +8/t9.8 H/8 15 154 514 52 ** ** l Previously driven indi- ! cator pile, AB j 107 75.3 58'-0" 5-7/8
-50.08 tu.5/t9.4 9/11 20 228 526 51 60/37 ~
4-~T/8 Added one [ ! (0.G'-20.0') piece of 6-9/16 cushion at 4-7/8 21'. (20.0'-58.0') An 108 75.4 5-3/4 56'-9" -48.96 48.5/+9.2 9/11 17 178 582 51 61/36 5-5/16 Added one piece of f cushion to I the old one. AB ( 109 75.4 _4-5/ 8 68.5/+9.2 58'-1" -50.15 9/11 16 160 503 51 I 61/36 4-1/4 ! f { AB 110 75.3 4-1/4 . 57'-5" -49.45 +H.5/t9.3 9/11 20 195 518 52 61/36 4-1/3 l [ AB 111 75.3 59'-7" -51.84 4-1/8 j 48.5/+9.3 9/11 18 166 503 52 62/36 4-1/8 ! r h i r i k t
-. ... _ - . - - - - - - - ---- - - --- - - - - ---- --- -- - - - - - -- -- -- -~ ~ - ~ ~ ~ ~ ~ ~ - ~ ' - ~ ~ ~ ~ ~t
ki i!l!. f !!!ll$lt II. . *{[i [l }i!fI (L; [:tlsl lt eLq!L[5 s - e 4-r n - 1 no o t w rof i a e _ N yo2 s eie . yhb g h s d t h n . n as n u - m. lC k r l udi c egw t ei "4 oi l S e i P g a m e c ev di w l mna /h 3 s aI a e nf d r e _ BNP R O oad N l ie hc36'0 c - u nsl oeal s s 81
//
6 6 1 4 4 6
/ 1 6
- 88 28 8 1 i niae hk t nh 15-
//
1 1 1/
- 7
// // /
3 3 4/ 1 1 l 4 3 scii c - - 4 - - - - - uinF n 4M 54 4 44 64 4 3 chi T i n/ee s - ihh v cci d nnr eI i D e h 6 6 6 7 6 6 prnl s. 3 3 3 3 3 3 S eia / / / / / / / P n 1 2 1 0 2 2 1 r ei 6 6 6 6 6 6 6 _. eskF mwo mort _ lal f BS t a - f ogm R h nu E t pi t T porat. _. 0 1 1 2 1 4 2 S eTarF 5 5 5 5 5 5 5 D g C T oBS et - E V E A H s wt et osv e l aie 5 7 2 0 3 6 6 5 3 1 6 5 1 4 5 0 6 5 2 5 6 -
- BLFF -
A 1 T _ 3 D A s wt t 7 9 7 4 6 _. 2 4 E C os o 6 3 0 2 9 8 4 o _ L B N I l B1 a. F 1 2 2 3 1 1 2 A V T I R e D c gn E l na L ait I 0 8 0 5 1 0 5 - I nvsP 2 1 2 4 2 2 7 P iiiB F r s - F D e O R - Y R A 4 n) ee8 1 1 1 2 2 2 2
*M t v7 1 1 1 1 1 1 1 -
U ai9 / / / / / / / S D r1 9 9 9 9 9 9 9 D( . E. 4 5 0 2 3 2 0 R 9 9 9 9 9 9 9
/.
. + + + + 4 + t
_ A t / / / / / / / 5 5 5 5 5 0 5 E. F S. 8 8 8 8. 8 8 8 _ 4 + 6 + + + + - G
. 9 5 3 5 0 1 7 pv . 7 7 9 3 3 7 0 et iTl F 8 8 7 7 0 0. 8 E 4 4 4 4 5 5 4 nh et "9 "9 "O "h "4 "o "5 ivg nt r ef '6 '6 '6 '5 '7 '9 '6 DL 5 5 5 5 5 5 5 h
sh it 4 3 7 3 4 3 4 ng . _ r nt 5 5 5 5. 5 5 5 u e. F 7 7 7 7 7 7 7 FI e l 3 9 0 1 2 9 0
- n1 B1 B2 B2 PI m
. f B2 s 2 B1 l
A1 A1 A1 A1 A1 A1 A1
;!ilit
. ? ! i! ' i i.* j! , >' i[ i !
d. eo
- or 1 oh
_ - e f r sn N n . oP i _ s of nd ea _ yo3 k r d ooem il o . I t vr
~ l C l S e a el h et et s i P g m di svt l c a! a e d oueoien B! ! P R A ccEb pt o s
n sl 6 6 66 6 _ oeal s 24 84 4 1 4 41 1 1 1 2 22 22 _
- i niae hk t nh
//
1 3
// /
51 1 4
// // // // // //
1 3 31 1 1 51 1 1 1 1 _. s cii c - - - - - 1 - - 1 1 1 - - - - - - uinF n 43 44 4 - 4 4 - - - 44 44 4 4 chi T I 4 4 4.3 _ m s n/ee
-_ ihh v cci d nnr eI I D 7 6 6 6 1 6 6 6 6 prnl 3 3 3 3 3 3 3 3 3 S i i a
/ / / / / / / / / ,
p n 3 2 0 0 2 1 1 1 1 r ei 6 6 6 6 6 6 6 6 6 e sk F n a wo n or t al t a HBS _ f ogm R h nu E t pi t . T por at 1 2 2 1 1 2 2 1 1 S eTarF 5 5 5 5 5 5 5 5 5 U. D et
~.
l oBS
. C T E
V A s - E wt et 6 7 5 9 5 4 6 0 0 I I os ve 2 0 1 8 6 2 5 0 5 8 5 2 5 l aie 5 6 5 5 5
- BLFF _
A 1 T
- A s
_ 3 D wt t 8 9 1 6 8 7 6 3 6 os n 4 4 2 3 8 9 3 1 5 . E G l o 2 2 2 2 2 1 1 2 1 L t N BI a. F _ l I A V - T I R e D c gn E. l na l ait I 3 5 0 1 8 0 2 3 4 i nvsP 2 2 2 2 2 2 1 3 1 i P iii l F r s _. F D e O R Y_ & R A n) - M ee8 2 2 23 3 3 3 3 3 3 - M t v7 1 1 11 1 1 1 1 1 1 U ai9 / / // / / / / / / - S D r1 9 9 99 9 9 9 9 9 9 D( 1 2 2 4 1 1 2 7 6 E. _ R 9 9 9 9 9 9 9 9 9
/ . t + + + + + + + + -
* . t / / / / / / / / /
5 5 5 5 5 5 5 0 5 E. F S 8 8 8 8 8 a M 8
+ 6 4 + + t + + m G
_ . 5 8 5 0 1 9 0 1 6 pv . 7 6 7 2 9 7 6 0 5 i et Tl F 6 8 0. 8 6 3. 0 1 9 E 4 4 5 4 4 4 5 5 4 nh "1 1 " l "1
"0 e 1 "H 1 4 "2 l "2 1 v yt.. -
_ i nt _ r e. F '4 '6 '4 '6 '5 '6 '8 '9 '7 D1 5 5 5 5 5 5 5 5 5 h sh t 4 3 6 3 4 2 4 5 3 ing . . . r nt 5 5 5 5. 5 5 5 5 5 7 F1u e. F 7 7 7 7 7 7 7 7 _ e . 3 3 5 3 4 l c 2 2 4 i o. H 13 n3 li3 n4 n4 B4 B4 n5 h5 P! A1 A1 A1 A1 A1 ^1 A1 A1 A1
$'i 1 ti 4i I 4
; i iiqj ;]j !} ! }j;111ji i f11,1jiI 1l ,
Ij1 I iI
~
,l , , :I. !i\f>' [ !' l ![ [!ll :i ,' *lLi{ I! iif l;I j !hI L I i
t I )Ii[!i I n 1 th o n '0
- et i e o6 N mih n .
s l ws of a ed t e u oni ve a _ yo4 l C l S e k r a h4 c d el h i t rr8 i P g m w .w di s aI a BNP R e e oe NN n d ou Acc d a1 et / R s9 s _ nsl oea l s 24 2 2 8 38 8 i, 86 62 24 88
. i ni ae // / // // /l / 1 1 / // //
hk t nh 1 1 6 1 1 1 1 1 3 / 3/ /1 1 3 53 sci i c - - - - - - - - 7 - 5 5 - - - - - uinF n 44 3 44 44 5 - 4 - - 4 43 44 . chi I 4 4 4 T
- m. _
n/ee s _ ihh v d nnr eiI D e cci 6 6 6 6 6 6 6 6 6 _ prnl s eia p n
/
3 1
/
3 0
/
3 3
/
1
/
3 1 3
/
2 3
/ /
3 1
/
3 9 _. 1 1 r ei 6 6 6 6 6 6 6 6 5 esk F mwo mort _ lal f BS t a _ m f
- ogm _
R E T h t pi t por at nu . 1 0 2 1 2 3 2 1 2 _ S eTarF 5 5 5 5 5 5 5 5 5 ' U D et i o3S C T . E - V - A s E wt et 9 2 7 3 1 6 0 6 5 _
. I I osve 7 2 1 5 3 2 6 0 0 l aie 5 6 5 6 5 6 5 5 1 ~
- BLFF 1
_ 1 A T -
- A s
= 3 D wt t 1 5 2 6 0 5 9 0 0 os o 4 9 0 7 7 1 1 0 0 E. G l ao 2 2 2 2 1 1 3 2 6 l N BLF _ m. B A T I V I _ R e D c h h gn c c E. t I l ait I nvsP ne 4 2 8 2 0 2 5 2 0 2 2 1 6 1 i n 1 2 0i 17} n P iiiB 2 _ F F r s D e
/
1 7 5 _. O R Y R & A n) M M ee8 t v7 3 1 4 1 4 1 4 1 4 1 5 1 5 1 5 1 58 1 1 U i. i 9 / / / / / / / / // S D r1 9 9 9 9 9 9 9 9 99 D( 4 4 3 5 5 3 7 6 9 E. . R 9 f 9 9 9 9 9 9 8
+ <+ + 4 t + + 4 +
* /. t / / / / / / / / /
5 0 5 0 5 5 0 5 5 E. F 8 8 8 8 8 8 8 8 8 S. 1 4 4 4 + 4 4 4 + _ U
. 2 5 5 6 0 9 4 7 8 pv . 1 9 7 7 4 1 6 2 7 _
i et . Tl F 8 6 8 3 4 3 7 3 4 E 4 4 4 6 6 5 4 6 6 -
~ - - - - - - - -
"2 "2 nh "0 "1 " / " / _
et "2 "0 1 "5 0 1 5 1 _ vg - - - - - - - - i nt
'- ' 7 ' 0 r c. F '6 '5 '6 1 '2 1 - 1 1 D1 5 5 5 7 7 6 7 -
'5 5 '2 7
h - sh t 6 3 3 3 2 3 3 3 5 ing . . .
- r. nt 5 5 5 5 5 5 5 1
- 4. 5 i e. F 7 7 7 7 7 9 ' 9 9 .
Fi . e . l c 5 6 7 - i
- o. B5 B5 B5 A8 A0 A1 A2 A . A5 PI A1 A1 A1 S S1 S1 S1 S '2 S2 kI I! ,. . .
- r yl
,ro .r t f k- f
- t , oe el aeoc o .
srn' f s sNf nwer e i n e 1 N aoi0 wf m 5 '0 s r T t f o edii siv vest h ct ce. ne i o e s gd7 t 7 o n l a mndh st eae se astf nngal h n . s of n yo5 l c k r ne i pt -a& ( y i o e h unr hI t ck rd sei f oont i i sp u c d ooi l S e a vpus v h c h s vi iP g aI a m e i rt o bo te 'S r u so uwo
.iwt nhl it i ne e e. e s s i s e rih ue r eh w
e el h dl s BNP R d au D sauS s CTN4 et at t t cnd rt N Acc s nsl 6 oeal s 8i 1 85 4 i niae /[ / /7 / hk t nh 7 1 15 5 s ciic - - - 1~5 1 uinF n chi I 4 4 5 6 T- 4 T s n/e e ihh v cci d nur eI l D e 6 6 6 pr nl 3 3 M 3 S eia / / / / - p n 1 1 1 1 r ei e 6 6 6 eskF mwo - mort tal I BS t a f ogm 3 h t pit nu . t - T porat 2 3 1 0 S eT arf 5 5 5 5 - U. D et f oBS C T - E V A s E wt et 9 1 4 6 t I osve 5 7 3 6 l i e 5 7 $ 5
- B! a. F F A
1 T
- A1 s
3 1 wt t 9 4 t 7 oso 8 2 5 E L G
- t l ao BLF 1 3 e 2 B i ,
A V T I Rn e I gn c E. l na ait I 1 6 5 5 . ll
!' n vi iPs P. 2 1 2 3 F
iF Dr es O R Y R tA n) , ee8 3 8 8 9 , T t v7 1 1 1 1 U ai9 / / / / S D r1 9 9 9 9 D( . 4 2 6 5 n E. R 9 9 9 9
. + + 1 +
* /. t / / / /
0 - E. f 5 0 5 S 8 3 8 8 4 + 5 4 G
. 4 0 1 3 pv .
i et 6 7 8 1 Tl F 2 9 7 3
. E 6 4 4 6 nh " "0 " , - et v g .
9 "9 1 5
- i nt
- r e. F '0 '7 '5 1 DI 7 5 5 7 h . sh i t ng . r nt 4 5 4 5 3
- 5. 5 4
u c. F 7 9 1 9 F I , e . l c i o A6 A7 A8 A0 Pl S2 S2 S2 S4 1qi)i;!ir , .Ii 'jl.l{' j11!{ , !l;{j. gj}.l!i!ilj
, ' , 4r L :f! t > ! , !, !
) s 9 d n 1 e at 1 no g e wa/ a
_ N a s n of n gd 9 s ad e n P yo6 k ooi nenwev l C t r d i po ci . l S es a el h vp i P g a. aI al R m e di s d ou A c c i rt o '3 ileir1 D s7 P sr9 l d2 pe/ _ BNP(
- s nsl .
_ oeal n 48 88 8.6 88 i niae // // // // _ . hk t nh 1 1 37 75 5 J s cii c - - - - - - - - uinF n 44 54 44 44 =_ chi I T s n/ee _. ihh v c ci d nnr eI iD - e 6 6 pr nl % 3 3 f3 ._ S eia / / / / p n 2 1 2 1 _ r ei 6 6 6 6 e sk F
- n. wo n ort lal l BS t a
- f o g m. _ R h nt E t pit 3 2 _. T S por at eT arf 1 5 5 2 5 5 D o1 4ct l _ L S C T ~_ . E V ~ A s E wr et 8 6 3 6 i t o wve 5 9 8 7 n l aie 5 5 5 5 o _. - BLFF i t - A a 1 T v
- A s e 3 D wt t 8 8 1 2 l oso 1 3 7 2 E E. G l ao 2 2 2 1 I N BLF e B I c
~ A T V I n e R e r D c h e gn c f E l na n e L ait I 5 6 i 2 2 K I nvsP 3 1 3 1 / P iiiB 2 n F r s / o F D e 1 i O H t a _ Y. v R & e A n) l t e ee8 9 9 9 91 E t v7 1 1 1 1 2 _ im S ai9 Dr1
/
9
/
9
/ //
9 99 e c D( a f _ r u
. S 2 8 5 6 E.
R
/ .
.t /
9 6
/
9 t 9
/
+
9
/
+
d n u o 5 0 5 5 r
. E. F G _
S. 8
+
H
+
8
+
8 6 _ ) C _ e t _ a m i
. 0 7 6 2 x pv . 8 4 3 0 o 1 et r
_ Tl F 2 9 9 3 p E 6 4 4 7 p
- - - - A
(
"2 -
nh / d et "0 1 "5 "0 . e vg - - r i ut '- 7 E. H r c. F 1 - '7 '1 _ R S D1 7 5 H / t.
'7 _ . e S
E. S m t s h 4 sh
)
G U i t 4 2 3 ng . . r nt 5 5 5. 4 A Fu e. F 9 9 7 0
- A _
I 1 _ e l c A1 A2 A3 A4 iPIn q
!'l!i4b i
4 ,1 {1illj}jlj 5<l]I S4 S4 S4 S4
.~. _~ a. .a . _ _ _ _ _,
i O !
'?me .: '
.d, 1 O.
s'::
*D a'- L '
] A. H, 0-e LM I w .I,.i 4 d' g#, 6 i ., M .ll i z. l 5 t M ta Es 02 D s-J U (~. ..
's e
F % M..
~
i l t i 01 8- [,L.
.n t v s n.
IJ. m- O L- " u re' b% D .* V.- >- N I N v M b i t. g .. ' q'? M- 1 M e v.I 5 W >: 4
.e .
i } L O s- _2 u - o o o o ce e et > te u c. % r.; 0o e o re r,n, sis o nO e rs,: a e n o e :,w.% cre.t.e p. c4c,c4 e o s e e e :.3 e o c r
. s . O r. ; 2 0 D i n ;) y3-~.^... e.-.,
' ~ - e*>e;o .:CraO <=.c.Lo -*
I g ci
.c F4 t; o w . ". c. o. o. o e o.
e- I .
. .. o . . e . . . .
.. ce i s. a. r. e 4. c4. G. ** . c*
. .c5
- O. v q.
a. 1 J.: a. tr. '. c. ' .> .t_. u. b. c :1. C c). !-. G. g?
- s. 4
%8 v- .,
D i to .U. i
*C O.t O l O u . < a-. s.3 t.' . 3 rr e n o C O .t e **t.- T:n - ts : . n~
1 . O I &- . m .a at e .- -c. u &a,Deo01 t.'
- 2 .~ C 6 % o re w D .3 t- t~t-v r? et. b :. 5'; . o es a . c10
- - -m . *: n s n rs a (q =f F- C - c t a ti c4 -s cv t-t:. ?.
ra 7. s .Ot-Cp5. t c.-O. *O g ;J O C O ~4 J ] ts t :- t . S b f
- t. : . t- f .I-f .I-rC .Ct- :W . r-h b c . i- 5. S t-a... :
! I O w :,1
.4 t,:
. . . . . . . . . . . . . . . . . . . . t- . . . . 8. . . . . . .3;..m. s. -. .J M w c. Ci o a 3 o P O p e ?? O G C. p O O a G O o S . Ce o c c, ci t.*, & O o o C. O D O :. ;;+ C1 O O c. n c O O ,c i
' k-w
.O g ,
i e., b- *1,
- >.s. O s0 **
g, a u W e- - . . . . . . . . . . . . . . t ( bO 3 o o o 0.1 o o o a ri n o o c e3 c tci o cs e., c r4 7 'a ** t- t er o c. 4, c. o O re C o o o n o c4 o m O 9 - c1 o o t e e- O 63 h un 0 0 - +- C e G ", st V $4 L Ca - Ed { tJ .Z* i. , OM .- ft et o d O t,
> 'i b ! te . . . . . . . . . . . . . . . . . . . . . . . . . . ., . , . . . . . . . . . . . .
D C1 0 I C)-
,c4
- .-OeO e-.*-.-- C'. a f C. v. C.. t- Oe (* -- .fa - . v .O. e e P- O Ge-*- n . .d N* n in N, .
f*> e- Q t- C
- M O rw O -:
0, f. O O-.-c Cd M.t',/2 O,
- c. .- , . - . - - .-e e
p -
- ). . . . . . . . . . . . . .
O et - tr. .
, ,e. .- .. .- .- . . . ce t,v e e . . * .- .-
c s f4 riafei,--.--.-,-e. a re.
*. M. n. ^. .. .i .fi . .O .n .t. -. "
*? s' O a it . * -.
, a S D
. - - . - - - . - . . - . . . . +- -
*r '.. -Li. (t- ?. -.n. D - -"' t' * ' ce
.3 C
}' L1J >- . . . . . . . . . . . . . . . . O
- . n ~ :.c.c.c.:.: o c.o o c ?. ==. - - c.c .
s :.. e . c. c, : . . o . . . .
,, . c.
t CL ;' 1
+ r.
w
-, ,- .c.-y- - ,y - - . . - .,.w. , _ . - , , . - --, p mww y-- - - - + , -,-,.e-, ---rww-,..-w- -- - - - - - - - - - - - ' ~ ' - - - - * -" "
__._._ .___ . _ _ _ . . __ . - - . . _ .mm - . _ _ . . , _ . m. _,- m.....m._m-. . . . _ _ . ._ _ . , _ . __._ m _ m_ . _ _ _ _ __ _ . _ _ _ . ..m... 4 i i f 1 . i P d t* . j 2 m
. n i ~..
J wp 44 % e~ ;r P O
.s h5 -
L- $ rd , i j t 3, t 1 i LU UJ. 1 C.. s& *
< CC l 3
1 j i J t i i I L J I i a 4 J e a 1 4 4 - l L 1 i a i 1 i 4 4 ( 1 ia r r i b i 4 I n 4 I i 4 t il C '? *: C a ** *: ri ti n o c! O O ' t << ca o - c: o o CT ce m 2 o *? j , C. O "J. C. .%.C. Q. t w. N b. r=. 4 0. Q. . f i l ! I i t l s' I } .7) m ci *r - : n r4 t e c1 - n e to
; w N fe cw to re ce
- c'.'
- t. r 42:N~(v f e c e t . r j . . . . D. C.' D.
. *:. c). =. C. D D. .
1 O O O C. Si m O O Ci O en o e C) l . I. I i I. . . . . . . . . . . . . . I o o e. o o o o o o .,o o o o a n c. n o o r. e I (O e-C d Je Q u.)..C; O C We CJ (D e C" , O
. . . . . . . . . - .a . . .
- ~ t .- t u n m 1 *: O O 2 '.1 rs C3 ,
f e ff C. ( t f, On (4 f1 o's ( d ( Ce (104 ' P r
. . . . e . . . . . . e . . ,
O O 7 C' 4
- Et [ $- 8 C C' O C D e i
d a,
.-*=---.a w. Rh+43.L +m--- - + e 6--.ae- m--- - - c- a.-+- -u_& a.- _ . - . -
--AJh-a.w_m. e- - -
j dic g > !. Q !*
. .. g <
J df e ., l
..,2 4
.Y %
F, f.o L'.J C' , Ci sc( co i i 1 d 4 4 1 4 1 _I I t. a ^ V. I i O . t
- i (*
I f t b 1' i a W 12. l , O. l O i e* I 5 a i ii g . I a l I O o Ju-1 <> - o a o e v c. n n e p o a n o e a c. .r n . o o .i O o ., a e o. a o e .e o c3 c4 o e e c. o e o o e a n c, o to H e. N O O O C + C P- r1 CJ O. e e N C'? O *-t.3 C4 % e- - O C . O C' C M O C v 'T 'J) N 5 t M G S V i.'. W 4 O O '? O O :.1
- O On O C O C i
.J O . O. O. C4. O. O. O. **. *. . . . *. . . . . . ( e. .* C.4 e. . N. t o. cd . C F. t.2 T. v N. 04 .tw M. (9. M. V. < r. 4 4 0. e42 . 6. t- 6 6.. C2. r*: c) O. O. O. & s
- e. , . e .- e l
U o H O2
.t CJ < O. 6
&aJ e O O !") 3 4 '7 O O f
- C1 O f% $COh 70 e .= e. Q (9 O d d N e*
f O J I e-
. O < . < 1 :" M C1 r 10 1 ( , 3.1M.**;.7erv v'71.7.l')r*.h$ e y y er <; ?QJ O o 4 faa a c,; a or,O Q n .Q 9 .Ne7 7. p p .-Mrgw e,, y p,,c,. gg g t.; ;. . O. ?. O. O. J J. Q. 'O O. O. w. C. O. C. O 41 4.' .'. 4) O. O O. y.: .* C. Q. Q. c.- Q. Q. v ',,j o, e ,j . g.,
. . . Q ;, p p c. g .g, ,ep ;. 6, 6, 6, 6, p g,,
O . . . . , , , u .J
. .4 w
.4 OsOOCsCCe@(,.OC.OO OCiO OOsC.CipCC.C,cnpog03pgggsOc,pp;gggc;0,c,o a3g3gie p pp g Sa fa LJ
*t Y
O e. 0 160 u - O 72 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O Ne C. ;fi 0 poLio & N D fO ) PJOOO W G 0 NdO L1 .* - 0 O O O f. N '? n ? b f* *T O (< *i' re O O N O o C Q R O N Cr r3 #s r 3 - O O O Lt ** a:7 4 tJ .s N ** N e dl - 0 O c) ** N st M .3 O C3
.=.J Ti k
c-D . . . . v.- O h '.5 0
. .-. .ti. . . . . . . . . . . . . . . . . . . . . . . . . . . . .PcPJ ...............
0 - . e v 7.etile e0 0 5 C Oe +- e. O.e 'eT a ~3 5 Q Os ,-Oe - c1 't. d e vC. t- ..s O. v *e ~ C1.- v. P's e - ,A t- O. $f C t* O O. e,r f-1 .- e e O,- (3 s,:'1 I - I - i u
). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.t j =
O - C ,. .+ e w.. .- - ..
- r
. .e- 4 N,. N rd.- W- Nw N e N. c1. e,.; n. r.1."? m ee) r1 c'1 er. *r,-p. " et (* c O
. .. 0,.',J1
-e O :ne a- T. ..2
. .c.,to .O. C O. ;- .O c Og N A c tJ .I. . . . . . . . . . . . . . . . . . . . . . . . . . . . . , , . . . . , , , , , , , , , , , , , , , ,
C3 O C' O Ce O C' Os 7 Ce O C' O' O O C. O ;. 7 O O O C. ';,' 7 0 .* C. 7 O O O Os Ci C1 Ca O O O C17. ? O D O O */. O ".) ;;;
" H e
-- . - . , . . e- - - ~ - . - . .- -- -- - ~~.- ~--~- - - - - -
. _ - - .. ... . ._ ... . . - . - -. -. - ~ . . - . . .. . ~ - - . . . . _ . ~ . . . . . . _ . . . _ - - _ -
1 , f i 4 ' 4 . o-I, >- ;: ' . C"3 .. .
'. . i Q..- I g,
- u!
1 i p. 1I < 1 s . , j t '.J ', CJ . p-I s . <, : 4 C/> 1 J i t a I i - l 1 I t 1
; I i
.l .
1 e ! i 4 r H e
- l l
1 , { 4 . 4 l l
! l 4
1 1 i 1' ! I ( i o c-r ee nntv o o e.3ea.e ao no.c4e< c n m .o *: e !
- o. o o. o o.o o.o.o. o.o.o.o. o.
ew .- e e .- w w .. e w e .. 2 ! + I I 1 j ' l Ce O, eNe v ti -O ee O e eO O M, V et 0 0,- e ee t t* b. $. 6. t- r . r . b. t .. e . t- b. tw b. i O C1 Ca O Q C: C; O Q O O O O O OO&OOOOOOOOOoO (9 N M ! C1 C1 O t') l A t r
. . . . . . . . . . . . . . f CC e- C OenQ Ce ".3 *D e- C O.
e Q Q.- Q Q
. . . . . . . . . . . . . . l
*- e (1 fN M M ** *? O a 0 0 b 'O C# 6 (v ts C. Os ( e f. G N C d ce (t (4 e . . . . . . . . . . . . .
@ O D C4 fB C1 3 O Ci O O O O O t
i
. l .- _ _ - , ~ , . , . _ _ . . . _ _ _ _ . - - - - . . - - - - _ i- a r. -
.-.a,....~. .- ~,s.-.-. . .~... -- -- - -. ~ .- ~~. . .- - . - . . . . . - . . . - - - -. . - - - - . - ~.
i.- ._ ) 4 I a~
>- u'
- C 4. ;
. b e.. g
- I...
i J U, . -
.G.
- 1. ., i s
IJ.J (.D L.. G{ C.Q L 4 a f i i t 2 I 1 1 A I a p. i as 1 0 1, ' 1 i 5 r L;. O. a v.- 1 5 i
. >C
+ a 1a b
- O .J bJ ^
* =t >
- O O OO>o>O0 Q o O'*)c4 O $ o rf:.1t C q ac6at* ot sT. e*-.c0 cm '.; Qv Nc t-c ed.- CJ o (ao c w er. .?o o o o r.
- O n Ot.CO cf c oO3MoMre em o O O c O (1 i s CJ 0 0 tre c. '.
I 1 5- =t 2 d L.*.r ?J
- c.C O ba ** o o o. o. o. e. .e. e. e. e . e. e tv. h. h. tv. <s ce cs. N. N.1 m.t' n'S M Mc'T
= O c) n. c<.
- 5= I. +=
Cn. C o. ci Mt. .I.;*;*:.ca
**. as
. V. n. *7. v. er. v. v. v d
t- I v
- l 7
0 f OZ t.t- 40 O h4 . - e 8*1 'T e 't N e 5 e e O f. d .* *? f') 0 5 't Q M 2 '.S O Z I-
- 0 OO0-C.3
% (O 3 5cvOMe"")
# *4 #1 r> M l'",
- " '7 f1 er af V *: Ye < */
- t ** 'T 't = 0 f' O +. ri S ' N*."?Nf.MA'.7
? 't **
- u s 0 .'J *: 0 ;**t-OG L)Wo t* C D0 bO M U")
- t. .J *t.. ?
w>t o. O. c: V.
. . M ". < . ~~. c. n. '?. ?. * *. V. -:. %. 9 7. * ? V. ' * * *!. 7. **. 't. s. *. ' .* .* *. ". <! ** *:. '***M.~.~T*9.V..%.n.'*.V.<.**.'t.
4l O .J O P O O ?. O O C" O O C. C. O C O O O i . O *. f., 7 7. G. CN O O O C. a O O C. C/. r1 O O Q O C5 O O C C & C) O O ut v. f.a a .- J 6- CL LJ f 4 7. q .O. O w { W e. O *') O O O 0 ')C O F.G(*#o O.0 0 O a-> 0 0 0 N N *.! j OON c1 o O c. J C o o O O c1 o M c (1 e OOo bl "?. CN e O 0) Oe *- ft c'7 (1 *T '? 7 41MC*? s
- b. b v o r.nO.-L1 e L'i :*1 f 7 e C4 4 Ci M O C's
..0 M
4 k I rr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 O N O O O e e**** e c.'.1 e'I e U')e O. 7.i.e b C;2 .C< - .. e .O er e eO e C t.:D O O. . (1 'T L*. e* e w e- O e 5 .e- N. e e T O, b* C' e- e f e3 e40. t Oe .P. O. + b L Oe N.~(*) .-Oe-CJ G. .
.T.
I,
*C O
O eO.e e. . .- e
.-e w
e* +. e *-* s. N .Ne -cse.04 r.s N .- N e- ;g esta e ea .- c")r4 e w m .n. F1.M e - e*r.? 't.*. i.. e. e e .n -. ee0 0 a .e.:.) 3.e ea .* ec} . -r.e ri O4 e O. .O O O. -! 2 w r J * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . no (3 C O 78 O O O ? O Q Q O D t. ' O C' O V D O Q O O Q D O C C Q To : *a O O C D . O Q O T Ce O C^. Cl C L D Q O L*, 4
. A F t
i I a 'f I C *. s ry p- e%%..+r,,g,,9 gg w 9, .
,--..,.-p ywp-5-ye_. p,..-..,3 __, .
s.-ew>ewm.uw-r'W
. - . . _ _ _ ._m... _ . , _ . _ _ . . _ . . . . - 2.m . . _ . ._ _ .__ _ . . . _ _ _ . ,. _ . _.. . . _
I J a-
,"*F :
- r. 2 .-ft <'
r , 2 m w .. a 4. : w dw H. ii e f , .s e Wp 9 f.9 I 1 C; r;f ~ I 4 r 4' i ) 4 t f i a e J I ( v t 4 i 4 4 1 1 e
% OOb I-) D O C 68 ..) O #,8 b
- (1 vi (
- s O O -; J O J. O l-1 O L". O L".'*7. *: %. V. %.' ~ ~. %T. 'I. *:.
- 9. *?.
t b O C. N t- t- 0 2 O C 5 O b O N O .n ? . / 3 .~ ..) G o 'S :1. O
- 97. 'T. V . .'T '.'I..
Ci O O C C, f i 01 C C S S O C1 O
"*. V. .'.".7.*2 .
e s I i . . . . . . . . . . . . T O O tt O 3 O O O O G O 0 0 0 f') E e s ' s') M () () i O O = '? T o :C t* 1 O O O rJ a e e e e e e i e +- f e cd. .- n =. . M e. O *a t. C 6 h f 4 Gd t a rt ts C . ' , tv 0s i s n C ' C t C , -- .C , . . ^ s 3 ;5 g c . C r I 4 L< )_ .s ,.
-. .- .-- --w-J-a 4, aam-.a. - E -* 4*** s.-(S-- --_ - J. .4 J.-.. 4 1.-_1.r k - * - A -4 -2.e-RE~+,.L-- J 4M, --. u4 h= i4J.-- .A at u a-t ?
] . e'*
--..~
\L Q -h .
f een De.r)
. gL 1
U */, i
. 3,I >
fj l-
) , t' kN O.
L~ C$ up
-l p I.
I J 4 t l, k i i T 4 j L 5 0 5 I 4 i + B I l a N ts. O O. e i E X i s O O .J ut a
== t .) o O c. O es O Oc' Oo f?*I ** :0 e3 O M cdOOOn4v 0tv '.O to o o c. O 10 rw *r c (4 *t M N
- CS N *t n o c to ,ao ** O o o o :: o e o es o O n f s C1 H <
- N *t ' J *- n M rv J t- L o t 3 o M +7 O c ' r. ) _ # p c s1 */ C. e b * ? O P - O O O '; O
() uj .Z . =-. " . **. N. C4. E 4. CO. t 7. .M. . . C i t') t*J M. ( i. 'I. v') P1. v. *I.'I.O.5:. V.O.et. O O. O. O. C. O. O. +- e. .- O. L'.,1e ".s J 'O. O. G. L.a 9.* e:t . V. 'T. 3 f* I w
. *J. O.
1 7 I .C). 4 F. O 7' J' O < est.J.. - O tw C4 j O CD S o O uc sce D ?. O mn 'T O 5.9tr oc o o e.- ++ M 0.*-) O. . C1.- n O ' . AONM e N t e a e.-ed ti O c4F-L"'s M o" t- c4O m -r#.NCNC-* O) Mf9 m M "r. m evo 49 O rLD . MDerC'. er O* 1Nt; 01 - to tiv. e-t J %6' e- .r
- a. N C.i f 4 (4 t S rw i e ce C gb e- el
' w31 . O "J. .*. .-* .* .e (N. N. N. '.d . . . . . . . . . . . "a f 4 C d C.e.f .s .fv. f .4 04 M r.s 04 Ci . . C4
. . f. # n Cs N. N. (s . .(4 C.e C# . fg
. .(V C.4 74 C.4
[ O .J . f w C. O C* 7. O O tJI C1 O Oi Jn "*1 Ci O L1 O O O Ca O O O O O O O O JPO O O O O O O .9 O O C,O O O O 9. O O Q L.J - 5 8- 4 L,J
.t M
4 O. { Q 5:J
' u - . .
O D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 J COO E4 O - O O OONO CS COM n O OOO- O**O f. (4 :AC'.O( O ) OV(t$7 N V**de O Net*F- b -7 Ohe Ci c)C r.e O O il(6 O O O O O O C4 C fi O [9 e f* O O 1 L2J +4 N ,C7 e si tf (4 t'. O O i 4 E b tr + * * * * . * . * * . * * * * * * * * * = 3 * * . - * * * * * . * - . * * * * * * * . . * * * . . '. o 0 r.d v
.*4 O .e - M e e in
.**t .* a.. er0 t - O eO.-+-er.ie *: e .h O e- != C C)
O+
- e. .~ te 4e t1 e 0 e r= .*~ (.7 . -,*;e O t- O e e M.- O e r* O. *:e t3. r, c; Oe.- C4 4'.,
i.', O a.' 1 e e - ,. j y . . . . . . . . . . . . . . . . . . . . . . . . . . . . =
- e. . . . . . . .
j . O
. C .. . - e
. e.- e e e e e - TN e +-N- Oe
. . (# e eC.4 f 4 ise.(i-D.- (G , M. ?. .. "1 '.S .. (.- 4 M. .. t')
. *? . . . . . . . . . . . O. C D. 7
.-'! er. N .N. t.1 O O J1 e . '.e C O. O .- Q e - t.t-OO O.. eg eg o e -e . ,.
1 h LJ b"r" . . . . . . . . . e . . . . . . . . . . . . . . , . . .
*J m O
;# C iJ P C C' O D D D O O O O O s C Ca O ;> O O (, O O O O O 5 7 y. - .,c?O . . . . . . . . . . . . , , , . , , ,
m p C C,O C.O O C.O O Ciu 3 pO( i C. *- 1 0 1 L i
, _ - , , , - ..-r. mm - - +- - - - - - . ~ ~ , ---- - - --- .~ - . , - - . - - - - . + ~ . - - - - - - ~~- - - - ~ . - . - - - * ~ - - -- - -~'- ~ ~ -'*---*- -~ - - " "s~#
b
> f. f u.
I
.a..
*E* 2, u .:
l
- O J
diy A 1-
.. n.
,I !A.
r
%4 f_ e.
'I 1 CoI. d o ** N *O 6 *t < N o r w: t: 0 0 6 O O c e *T i 1 C 0 *! C. O i:1 bn 0 0 0 6. i.s O. Li. G. .".aG G. g). .").O.
e es D o c4 r4
- o ci c4 f .*
v 't ** n y <r i : : u v *? (? f4 (
. . C4. r. .A. r.a r.3 N f.4. r4
. f:. C e .04. C1 .
C+ C: C) 7 0 G O Os 0. O O C) u C) Oo(4ooOonOoooGG n et n n n n O C C C a O ;a J O o O 3 f4 'A e e+ e e- e e - f a N ri r> r*. ? .a o O ' e + c) C4 O. f4 is Ce f. Os fs .mi i f e C4 L 4 Ci C. 7 O i ?, C'. O Gi C C. CD Cs O L1 (*
f 'C W12 Nit t4Te r g [J y ' '. )~{*?'i"]Vf
* *' ~
g 089* OLI*G *00 *G4 *00 * !. J ! ; StG* CLC*G. *0 *0 *CJ 'A ODV* CLE*G *C '91 *01 '6 l c d G '. ac6 LG *ct *nt c
' a c, -
sat a ' t. C ct *at a , Edi* TLC'G *DJ *01
- t, * *G cat - vic c, tv a u a 4
w, t - cw., ,, *: at 'a , , CCV* GO C
- ti *O * 'i t * *11 'G 1
. UGr* tiO*G *00 */t *01 *6 '
C E l* * (9d*6 *UL *01 *HL * (. i U G t*
- t/.d*G *O *4 *C' ~6 i
960* 90Z*6 *0C *Gt *b u , i C 01
- 49d*6 'OC *CL 'SL 'S i
G0t
- I C i'
- G *O *11 *yt *o l i+ C " f. i 4
- 6 *4G *J *St *6 I veC- v. : L. a i u a coC* Ce,e a os at et *c .
1 0 ;* C ' coc'G * (. 3 *tt ti t *C . j tTC* 900*G *DL *CL PL *C 09C* C04*6 *CC *tt 'ti G
'2C* 03a*G. *0 4- *: t *C tH:C' C94*G
- t. '91 *C1 *U .
C t.- C ' (*r*a *L *Gt *rt *G DLC* L D .*
- G *i1
- t* L *~t c *6 !
00C* C50*G PC *CL 'ri
- o !
CC'* US*,*G '03 *tt CL 'u [ ow vG: a .. ot u u , ECC* tGd*S
- C tr *6 *Ct *r 4
OPC* tbC"G *!? *3 *C; *G CG - Vi: C *G *L *Lt *G e.,,,,- C..-.",, . o., , -c1 . , , .. 4
- C14* *q'*G *00 *Gt *CL "o ,
ih* tCC*G *C *tt :: , l 00l* Dr5*d **
- t. t .t *6
! 0'0* EB'*6 *CL *!! *in . [
CGt* S!'C'6 *Gt 'Cl *01 **, . l t CEt* O t'J " 6 *G: *u *0L '6 l j TBS' O t1
- O *O *L "Ct ,
l M1 C>d*C *CC '91 *tt ~6 F
- tGO' Oud*6 *CG *CL *Li
*~
oca* sv:*6 a Gt *tt ~; ' tro* ccc*c *c: *vt *st *3 !
. 9Eo* nce c *cG ci *&L *c !
cto' *cc*n cG tt tt *c 000* ctc*c *c
. *tt *tt c r oco- c;c- Gt *a6 *tt . !
onu* CGC* 'Oc *G *tt
- i, ocn* coc* 'O ~;L 'u ~3 occ* Oco' *o *o *t *c .
( *J ) (*1A) 3 inn ;l 4004 ATC h1 NC;1 I r
':AY;R NCI17.~.313 '
j 17101 Cv3H 21:d '- i
- I d
13,0* =A 1J G*4 = X GoiCY NCI1Y301 C31VNDIS3G 31!d S *CN 311d '
+
i I t u h 1 b
' t r
, ,~ ye-.. +r - - - o .- - , - , -. . , ,--. , - - , . - - .
,,,,-r,- ., ~,,,-,---m-__ .
m-- -. - _ _ . _ _ _ _ _
I G^ 5" G i Q .4 '
,. 44 ,
.e , s_ .,
J U. . 4
. g U d' h
7 e_ LAI CJJ CC u) l I
. t b
i C 4 W O 5 C t'd 9
- O0)etN'?C3
- O O C D *- O Ca o C O C) O Cd r O. O. V. %* . V, O. 7. ul, V *T. 0. *7. O. C.
I 1: 1 ii C O *? M N O *? I ' t- 6 P. b t b r. ObMt-NS Ob 'T b btt)t-b I N. N. N. T.4 Cd . C4.. N. s 4 f1 .(d O.e N.. Ce C4 mcooa.Oooooooo O O C6 0 0 O O Cu OOOOOO M t4 O O C3 L1 (7 e . . . . . . . . . . . . CD O c tj.
- j
.- - cc30.=oaeoo i
l
. 'i
* .- ( # r. c1 ^1 -r v a 3 c o .h r; (4 04 04 fe h fe is ('s it r4 Cu ce f t ri i t
* . . e .. e
....e.h I W h 8 % h ha ' D [ hI (0 I
- I l
r 1._
1,1 - f .e.. Q J >y ,
. ,. Z.
d '. D 6I
. .J g.
. d, i
.E#-. , .
LtJ C ') r.n. C'% (Q I b 6 0 8 b La. , M. b. 3 O
.- .J tsi n O O0 O C %* O *: O '.D f3 0 4~$O O N O O t:s 70 t,1 (4 CD C* Ci O N O V O te N C I O %* 6 ?)
O 0;)On O O O 9 COC. %*C:*: 6 ft. N NO N Orc Cn,';
- < > . O f o er O i t C' O M *J <f.s NOt N t v u O *t n 8 fJ &- .C Z
- at O L J **
H 'f, w Q. O, O O, O. O. O O. O. O. O. O. .- e. Od . .fi. N. C.e C e N N. O. f) M. . M. M. V. M. M. %*. V. P1. *J. V. "7. *.' J O M .- r e - f f rs O O tr' O C O t)O. O.
%* 4 0 't. O. O. L) O. . L '..O. O.
O , 4 9 O ','
< n0 U t.J.-=*
- O O c1 O O - - O g ; e .?
CJ 7. > . OOO^OO oa:.OCa0-e O o ts. . ca -...til o- oc re . (.7 gc N r-r.M . o 0;oc M 4 **c. O 6 Me.- O
+1toc1eyr3.,07 3 Mr, q() 30; O c q; e 4.7 e e- ,- q -y y .71*) L r ,- , , ;, , g J .T W G O. O O O. f1 $1. *. M. (".3 Cl. (* M. :#f M. .' M. P.. M. ;* f ). '*.
. M. C .1 3. M. c'.1 .M 41 Q M f). . - *.. *)
.*]
. ( ) M. ;".1. M M.. F) M.. '7 M. .fl. M g.3 > w O .J L.J w
. . . . . f ) O. O. M .
un ><.) Cl O C' Ci O O! O C' Q C 7 O O C O 7 Cs 7 O C. O Ca O O O O O O O O C: Ch O O .*) O. O O ?) D Q O Ce O C1 sk & J
- HC 0
th 4.J LA p. . . . . . . . . . . . . . . . . . . . . . . . . O . . . . . . . . . . . . . . . . .. . . . . . . D O O O L a O O O O C M "' O O tri -O 0 0 0 C4 0 to N
- T*' '! N S 9 O N bl Z
t4- OOS OO Oe Ci f 7 (1 *T N* 'T .4 Cd - N O. Oci*.O CO74 r;C3of1o ;; O 4's O C6 OV M C M - fl O O N O b*s f) J U ' k gr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
,- .-M..
3 O (1 Ce O-e O +- . . ,?. O
, , O
- ' ) b O O . M *? O O.. t. 2 O O-e. C' --.
- -- 4 O.. O. N .* M.. *? O. e t. O, --
*7 O. 5 -Cs - 8.5 t. .:1-C. N - -M c.O C to .-
0
.T .- L") = .- .- .*.-.* I
. -.-.-fgC.g
. - - . N-.N .- fef.g.-.Cf f . f7 l*,
. C; - - - O f7
.- M r , +4 m. *.1.--
*7 .* .* * * ** O O O O O-.O. .- -04 04 .O. O $ .C.: eO - Ca C.7 l
O e-- - -. cy s qO O a* T L24 > . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , , . , . . .. . . . . , . J ? 27. 5 O O .*' G G' C'S C : O Ch C *. O O C6 C" C. C. Os O O O C C4 Ci;i O O C.O O g O r* . O O O 7 O gs O C. O p @ p g, c .
+. O (s *'
rysp) .
. v
> C-ta,
.. R.
e: z Q
~, .r .:
2
, u..
H
--, I ra I LU C .l =
C
<C M
O N* (C O ~:O C% OO 't~CC. t N OO O c? e N :') *t a C4 O O. L O. u.s Q. O. D. a.s tf.n a. 6. A. Q. D. D. D. t+ NoooNne oce m cv M 0 O d v 0 f: A 1.'3 '? O OO r1. m. .t n. n. n. n. n. n. n. n. n'3. O. n. s C O C) O O D O C10 0 3 C10 0
+
oo re o o Oo o Oo o Mo o Mo o o M C1 O i CD C.~ C0 e c :D e o oeo ;) O. c3 o e c3 c3 .
* - N rd n ti sf f d O C '.15 M N N h O ti it C e C1 Os t e f 4 Ci N tJ C1 O C) C. Cn O. C1 (". O O O Q 3, C4
=k
A -------,3_-w--C m* 4 a4 A -.aaaa a _ . _ .emJ _ .. J .+a__ - _ -- -2 -- - . - _ - - . a - - # , l L F.t ..
"..?'.
L . m ene f,
"*.f 4
**t ~f f.
4 td. es s .,iiF C) n *f. l'
**-o ;
f,/,T I _J e i i N 6 0 E b W O. e M T*
.* J L.J M e ; '.. CA OOC OOO(. ;- O8 :)
O CD el (d C3'I O aV *, UC ? ** . O OvO O N r)C4(d f OO ) O O O P. T fi f4 ? ** O C C 'O (d 4 f 4 O 7 04 O O M O O N i M C0' '.' O t' 04 f.3
& 4 Ti -* C !O .D C O ( *e C f. O N F's M - 04 't ' S t." O. (1 CN L - M t* J d O ? ", Cu
; O t ; .4 O. O O. O. O. Le O. O O. O. O. O. C. U + O. e. . * .e .- C.4
. Cs. G C 4. M e ti. C.
. F4 . M. M. P. r.1 01 O. ( ) .9 .%* C. U %. '7 7 v i.1.3. 'T. ';. *J.
- l. l I O l l FI-*
N O . u h ON
=t O < U. m Ls. oOOO ? O b *t O (9 ? m O r; a3 M N o ^ .. P. M v e 3
- q - O -f5 8 m -t *, b O ** t o c. .. N O M *: O 15 Ch b ;'. t^
O I . O O C 2 ) O O C J c a .- 'r.r-r- S . ., . ,, - .. > r ; e c . ) c . C1 e ' O r . J .6-I *- O O t.t U O C7 74 C. c4 I . c't r r,.. ce T. O o - J o o :-) oa~$ e t ' .> g.: > g . . . . 6 c N ?. .a. N f . . , rc ce C. T4 c. N t 4 i .d .N.C. C (w c. c. s F. (4 . . .
- 9. . + . >. M 9s
. . ra N O. (1 . . .i s i n . a J ~.* C1 D G ;.* O :. O O O : D w. O D G O O Cn D Ch e C D CV e Ja C CT C Cn D 7 :' Cm L 30OO77CCta tsJ ** 4 e
H C. LtJ uf
-e k*-
u O LJ l u o . . . . . . . . . . s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ) O *1 OOOO ". S O ~~$ LJ Z tw - O ite is O' OP .')UOO O .-.9 C O L" C 1O O 4O 's O fv J'Tf *T e :.s " 7 C1 b*-b 67 O NC C C.O Q d - .- O f O dQO OOO Q C. e CO, Ce Q ** M 4 4C.'. F)- P1 Onr.
.J M s
CL t* . . . . . . . .
. e e . . . . . e . . r . . . e . . . . . . . . . . . .
*) ,e. t') et L,* J. t i b C U - M 'O h '.. b .
o O C, m -O. . e r - - e , . - - . - - O O .- -M. .N- O - , C
. - b
- -- O ** Q b C. --+M A I- 0 -- -J$ b d O C.4 M.
e . . - - i'o :J I b w . .
.: . O.e --....e e - *= .- Ti N C. t s C', t4 e o .- -.--.-e,- . e ,..e e ,- Ti s'! ~a (4. n m 7; M M ; e--..--r
- - - . - * ,.- -- n . *: -? *1 *
- O O,. O *O e
- C.- ..^ ~., .-C .D. O. C O O C. o
- e ,
O - . . n 2 Lf 6 . . . . - - . . . . . . . . . . . . . . . , , , . , , , , , , , , , , , , , , , , , C%C s) O O 7'4? O O C. 7 .C.. .Ce Os. 04 F( 1.C.G- O C' O O Cs O 3 Ci O 0,7, 7,73 3 p g ; > , , 7 7, g , ,, p .7 g- y(, ;, 1
- c. a
) E i E e
> lt '
- j. [3. tl - (
58
. s. 2 s.
i i .. , j "I 17 1 1 -J %.
. - N* [
i l~ k
! R: l i w ,
) CD l 1 C:M 8 l J 1 I ! L i l l 1 l i
'. I i
r D n i i k 9 I e
=
l . .
. l I !
! I i I s 3 O O O O O O C C *? Of T O O Od ! O et,; sa to a t 21 O c et n 0 0 G CT St, V. ti. SI. '*. V. *i. V. 'J. S2. tl. *2. 'l. 'Te t P 1 O N O A 11 1 mC O *? c) C u1 > C ' OOOOOOOOOOOOO0 M. n. M. M. M. c'. M. c) c.a 4-1. I. ). ..J O n.
.
- i Ci ? C Ca O C *t OGGCCCO L
[
. . . . . . . . . . . . . e i OOcaooOOGOOOOOO j n c. n n n n n
?
I O O ru u. . O O r Q O- CJ O e C3 .- to O C P f f
*
- N N n M 'T *.* ## c1 0 @ N "O (4 N Cs ri C.tefa fe c."4C.ts C4 C1
. ......h . . . . . . I 9 % b b L.
4 l, w
. _. .. . --_ _ _ .. - . . - - - _ . . - . . . ,. . . . . . __ . - ,-....-.---n. _ _ - - .u.-~~ . . _ --- -_.u ., _aw -> - .1-u-.
I i 1 1 I . n b~ QM m r r L O3 J > a, 1
.* LJ a
-, ml E-e !
LAJ [ C ej L.C i M i 5 1 4 1, i i 3 ' l . I I i I i .i i a i !l H i b.
)
i o gg 4 .
- f) 4 3 -
< e i >= t I ' H r W. l k i O. , V t T'" a i 9 5 i ): 1 O.+ .J Lt1 m
.* .C > . O O O O C. O O O f1 N '3 O *? 00 C) tt N O O O v O r. v .* O O O O LD 13 V *7 O N *? N 04 O O e.I N C O O *? N O N O '
M* *- < ? O O O O O O O Q t. O. & 't 01 O O 's C: - - - O *- O C ' O G c) O O c'. M N C e t? r- O t- t- u f. ** fa Oe e O A C4 O 4 O ta a O. O. O. O. O. O. O. O. O. *. O. O. O. *. .- . ..N. N. C4 N. fi. C d.. .is. C4. M. M. f ) c)
. .M. M. f3. M. M. M. c) c) M. N. 't. 4. V
>- I w
*/
O \
*4 H O7 \
at *L () w .O - - *- O v N O
- O I e- O O cOoooo oOoOO O OM - es v vc0. es -e- f. t.. 6 c.oceetr,O e4oNOh Ti *s cc.O c 4o M OM19MeMr1MM a1c( 02 0 MO M r.
**.?.MO MO c. td.'. vM**tn* V tr m 7 etwa t > 0 W d -? O 1 A af F-O. O O. O O. O O
- T. V. V. T. '?. V. T. * *. J. * *. " . * 't. i V. 'T. '.*. .'7. 4. 4 V. e7. * ?. Y. v. 'T. 'T. v. 9. .* a f. V. V. V. V V. W.. ". *T y>.
. .v .*t et O JUw O O C) O O G". C1 O O O C: C. O O O C. O O O O O O ; C1OJ.OOOOOOOOOC,OOOOOOO ta m e
>- CL W
*C
~4 O
O U w >- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O ") O O N- O O LS0 O0 O Z (.O COM MOO d to O 0NMM O***- 0 0 O O ** h <*JVO4e f ** M 'l t* t- V O NC dO**rdOOe O N O O O O O O N O M L" M - C) C O 4 M C1 -N v . 4 C) w a W ** (7 l
.J ** t e4
- E Eg . . . e e e e . . . . . . . . . e . . . e . . e . e . . . . . . . . . . e . . e . . . . . . .
O M ti M *t O O tw M .h P O ON e O O. . - M.'
- ee0 0 O. tw C? O.
, . '.l. r e - - .A. -O t. R O .O e w e- e M 4 0 ts C) e.. - --
- e . O. <e?* O t- C7, O.
, - -N
.- M
- d C:
O , L I. O
). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O af O
.- C.:
***.we e. - -
- e. .- .= .*w
- S -eN. Pe .S. w(4. 7.. N- -N M..eeee MM , eM r M M. f') M (1 #7 e **.. ..* ** t7 13
- .- e eO . O.
. a. O r3. O - O. !.)
c O, .-O .O.-.O. cO. ,O
- O rgC2 N j.
r w 'C. s 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Y
.4 O 75 Q O O O C' O O O Ce O O O O O O C' O O O O O 7 O O O Ca O O O O Os O O O O C r (*' O O O O O C. O O C1 O O C' "
cb P l P i, ta.?f t _ . . . _ _ _ _ _ . . - - - - . . . . . . - . - . . . . _ _ _ . _ _ - - - - - _ . ~ . . - - -
- .n . -n.. - - - - . ._, - ~. . . ., - -- . .- -- . . . - - - .
1 I J . 9 . si s
). g;
~
r CC. t' :. : I. s .. 2 DJ((, ':* a d'^ U *, f H I C,s
! LtJ i
C E C
<C
- v) 1 4
}
4 1 1 1 E
}
l
- i j
4 e r 5 1 a l ' s to c3 o n v o o e N c4 7 t:2 e o O (s O C1 O */ 3 O OT in O .- ( * 'T r 4 m. V) . 4 4 4 0. V. o. V. L.) O.
. O. O. O.
i 1 I (4 N tn O O n d O O %* o e o ti ' Ln in v ' C 6 9 D *.* Q 3 Q O 13
- v. 't. i. V. v. *:. -t. v. v. v. v. at. V. *r. .
1 OOOOODODDDOOOC 1 ~ j oonooooooooooo nnn n cs n n i~ . . . . . . e . . . . . . . j CO C. eO o eO O -c c c c c2o
. - nc
-e ce N ti n v er in O e3 o L. c l h tvC1c. N resetoreC.nsNtvts
< O 0 0 0 O 0 0 0 0 0 D O co O a 1 I i
. f.", f[i i
C* g=) !J J
. . . . , L. <
j er 2 ,, t
=E C~
4 L*
. s v ds l-.
sw LU LD CC *~
'*-4 M
. ~ . - . .
e i H ik 1 Of e
).
b in. O. . O
, e 1
e O e .J L O O O O O O O O O V O N O 4 O V r. *1 e of O (# Q e4 N to 'T o (* 4 4 O N c0 C3 N N N T O cv M 't h O fi O O O 03 r3 4 !a a
- O O C O O O O O O C5 7 - L3 O C0 *t O rd (1 d ( 4 O P- - 't C M 'T I O O l- O O M M M Q 3 & 0 0 0 ** O O b - <3 6- 4 !! O Q. C O. O O O,O. O. O.O O. O. O. . e .. f- 4 ev.
4 O uJ w . (1. W. C .. N. M. M. M. c). M. M. M. M. M. M. **. v. st. e. v. J.a 'T. v.
- t. 0. a. d O. O. O. C, O.
eIw
~2'
.O b
.f .O COZ O u -. ^ O O 'L > . n006COOO cOOoOooooooooo O r. er - 0 6 4. ed- O-eO -C'. c.- O.- e**s c4 re W M cc5M e c4Cc's *.3MCr*r NO: .OriN Mr. MOM -n**'t*f tr CO<t O ta herOt.-et O 4rfnv C 4 'D .o C0 a 4b of *2
, w O. O. O. O O O. O O. D. W. Q.G.S3. O. C. O. D. O. D. D.h @ D. D. D D. C. 0 0 D. D. Q.nn. D. D. D. D. Q. D. n..i.n D. Q. Q. O. G. 6. D.rl. D.
O J LJ w C3 C6 Q 7, @ O $. O C' Cs O O Cr O) @ C, @ O C1 O C) Q Ct C O O Os O O Q Q Cp Q 01 Cs O C, O Cn C) O Q 61 4 .s W A U$ t *t i Y i O n i O LJ u b . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i O *') j O O (MO A.* OO O O o (1O DO M r3O OOeOeO O OCed M O MO OV f '4 eN V rA M y e-L e b b y O ri6o. r4d-O O C4 O 'O P) OOM O *43e4O h O*tM C4 dM M O
- t) O C* c.
1 bl .Z*
.a.
' E k
e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D t g O O s.e
. Cn---o ... .- -M,.,
."-4 0 C r. C O. -M
. - .- .V.. O. o 6 :D C O- -- M v 10 - -0 .- r-e - r14 0. , t- Ji .- M 0- --,r- c v c. h to O--N-.M. . c n '
I 1 ci l
.t O e. c; . . ,. .
e , .. . ,. N
--erd N r4
.. N e.. c- rs
- .- . -M
. -.M.
-- , r1 M M M. r..} M M.- --. e et et et tn
- - 0 0 g c. e <3
----c O. c::
* : r. O O b C s O O
- c. -- - *- - - O Ce O
i T L1 b . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J Z O O Oi O O O O O O O @ O. CS O Cr Q C. C. O O 01 O O O O O O 7. O C1 O f*: O CT O. C O O O O O O @ Q 3 O C: Ci G L.. n o A a M . r ) i (f.' [
m __.-. , _ _ _ __ _ . , _ - _.. .__,.m_.__m _ . - _ . . ~. _ ~ _ _ , _ ____.m. _ _ _ _ _m_ _ _ , _ . _ . _ . . .. -_ -._ . .__ _ _.. I _ , .G
>*P.* '
CU * ' ' ,
, ~s
.i A ** . I l O?
~4
.i f :J q H,
sw I (JJ C i ) C ' 4 Cf) l 4 g , t 1 4 i i i f f I i i + 1
~
e 1 I 4 i i 1 1 1 i l i f J l
. l I
t 4 e , i ! I 4 l F i f tr '? O o N N 04 N O 0 N N < c O O ** 'I t. tr O O - +- 0 O t' t= ] j j W. O. 0 0 0 0 0. W. 0 0 0. O. th. e. \' i i i ts t~ O O tt O T o n n O O tm C
*7 'i a f er *J *r *r er * $7 at +7 *:
O. O. O. O. 1. J.a O. O. L1 6 L.e O. O. O. C1O C.O O O O Ci o a S O C O 1 4 ] . . . . . . . . . . . . . .
- c. (So het1o o 01o o f3c o El ooooo j i
07 1 3 l c 0 C C O O to t? Q O r.) O CJ c? j - - - - - - i. l . . . . . . . . . . . . . .
.- - e,r4 m n at *? c 0 o a t- c te ts u h ce ti (e t, a t e O := t e a s
0 0 0 D D Cs o O D C. C. 6 Cn C1 s . t I i .
- - _ _ , - . _ , - - - . , _ _ . . , . , _ . . . . - _ .. . ._ _ _ -.__. _ , - ,. . , _ _ . - . . _ , ..--,.__._m-, _ . -_., ,, --_ _ _ ._-r,7D ,
. - _ _ - . .. __. - . = _ _ _ - . . - _ - _ _ - , . - - - _ _ - . . . .__
C., s i 9 d e b
. p.
.a t f 6 .-
t C=. e m-N C/) s e i l B 4 i I . I e i . i I l
!4 l
t P e H C. t 6, *. LJ m 4 k ;> . i L'b *f O O O O O o yO OO O O OO O O O O OO OOC' 8
- WW" O oO a '.'r" !s O7 O.'a'" O O O O;_**O**O IfM ifoe ON O O OO"O rd f 4 5 ? 04 O C O C" C M*JO*NN? V O O ? O O O *O
# C rer. O *7 - T e I O d 1 * /
e a H O. O. O. O. O. O. O. O. O. O. O. O. e e G. Q. .(.s. .?..'.. J. c .4.. ..N. .a.to. f4. re. M. c'i. 7. O. n. n. r1.. M. M. N.e v'1.' e . .:v.e ,,i. e e
- 4. '7 7 0 0 t i
\' . ** O
* * <**a. *1 J. .* - 3 es o t- D ** 0 .- 5 *:: O - N O M * . -7 C S e - S O " O O ** *. *. S A O
O O O 6OO OO O OO OO OO OO OO OO Nre m- O.* T4 ;= H * - * - .
+
1 r . .\ 33 . 0 *T H 9 M m M c'. M ".; t* ts
-f 7 Y r T A 4 ;.. ":
A a c J. # ". O O o 0. (0 ; O O O O O O
- I
*f J>w O O. O. o. O. O. O. O. O. O. O. N. e.. ts. E.* .tw M. tw . 5 5. t 6. ?. . . t=. t- . .f*.r.. g- . P. 5 5. t* t=. 5 6 5 6. tw 6. t *e f*e ."*
. . . ?*
. b. b 4 '. t=.
- O >w- oooooooooooooooOceeooznonnonconoeonoooe
. . g
- e us J
; t- +- w I
a M e O
.J LF e-3 C.*d 45
- OO O OO OO OO OO OO OO O C=O OOOS*O OM OO VO ** .:t O "IPd re;O ri O O O O O O *4 C O ** 'S *? - O C e.* ** O v N *.* O O "J ** f4 O O C4 *
O O *-af".* *J. " c% O
""1 T * ~*. O O ?. T ". r e O D C O - N O A O O 7 'O l < o u .. O. C. D. O. O. O O. O. O. O. O. C. G. O. O.. O. .L.
. . *. *. re. te ** . *" ".. O. C1. (7. ("1. t.*M. . 7 0. M. V, O. N.V. &.
O. O.O. O. ". O. O. C.O.'T. O. 4 g HIw i f f f i t . ,
. O a >
w f* o2 s < <O e O e.J - - O O O O O O O O o .? o O C >. O :a v O o : o o O m m Fo re ** m~n -OAO .-O: cs. r. *a 230Ou e *3 O N f N Ce. .n OS t* O r O - O P O O O *? 5 0 - O ** t's 0 -
' : ; ; ; n t, c ;. t n t* r. t. O n :: O O -)
3 <** '.4 bJ > t_ O O. G. O. O O. O . O,O. O O. 3. .0. Q O. Q.C O. O O. O. O
. .O . O . .O . O O C.
2 O. r,. O. O. Q. C, O O. O. O O. O O. O. O. O O. C O. O. O . . h u ee" d %* o o Es 7 O On O o o O O C O O O o D C O T. D D D ? O 7 C D & D C D I O O D o O Gs O O g 4
. Z
.i O.
O kJ LJ O 6-o e...e............................ee...........*e.. O O N-O O c 04 0) 3teO MOM O O a.. C.-O O at O o OO.*)O re744'J7O0Ycv b ts - (? C %C O N O O C'. 'O c1 OO O O O tv o c. *$ '"' - O o 0 i W .i.* e ** O - O m - N V Ce O O O T y
.J.
b Cc I
".1
. . s e e e e e . . . . . . s . . e . . . . . . . . e e . , . . . . . . e . . . e e . e .
O '.7 O ** 7. O O - f7 *r a p . 1 O .N. O*-O .- +=. **.-? -@- O O t* O .O. - N - e**e - - - - . - , -
-M*
.! .O. t- O ,. m e a. N O T-".: 5 C O.e rw..c (".I '. . O ,-d ,
I - - - 4 .! - O
*= >.
. ee..-..-.=.-.-..
*. c3--
e . . . . . . . .e..c.e. rv. r.e. het e.c.,..!.=. .M. . .. **. ".i. fa. n. .r1.m.
. . . 9.* .* ?.. .?. ?. .v.. .,A..e.n .3 . *O O. O. O. J'. O. .O. . OOOS
.t e ---- . = *
- O .^t *8
. %) Q
.- . . = . . . -, - . - . . . . - + - . - --- si- . * - - fe f 4
- t. :
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 .7 O. .7 7. @. .d o. C* O*D."O. O*
6 L.J D. l d 2
. H O O O D D O O O o O 7. O O C D o C ',a Q 0: 71 Q @ 3 @ 7e 7 7 C D @ 7, G. 7 o D D s h C. L.
i . 8 P Q-, ,,e. n..--- --.-r ~ - , - - - - - - - - --'~ ' ' '
.m.m . .- u-_2.m. _m. --- . _ - - . . _ . ..m m - .....m...- - . . _ _ _ __ . .m m . . - _ -._ .--~. _.. - . -..__.
m__.__. . il i 1
! i e
, l*I.
a. Gn.e M l
>
- l
= 1 i -f' s. L. ! f C r '
*~ c i C.
. < t/ , a % ; t .- - . s b I'. r L j . t 4 2 1 l I I 9 I [ I I I C C C O C O fu "l* OSToO3 a- Tq *: -- - A ** v v o e v , . l
@ 5. O. D. O. O. D. Q. C. G. @. O. D. D.
a i j ( J
, O 5 5 % O d 2.* 'O 'O C *l* P= b P=
0OJCC7' Q ( D 5. r*. 5. r*. b. t-. t-O 5 5. 5 0 'O
. tw. ?-
O tw
- 5. t-. 5. t . .
- ODDDD.ODODDDDO
.r t
M' i t 1 > , e 1 2 C *.* O O ts : O Cn t-J O ts 'T *T O C D 9 9 e : r~ D D *? 3 Q C La D D O Q D D. O O. D. .l}. O. A. Q.
- e o e + e l 4
i . i I ga n ** 7 D O R t. C O D o e .- et C C :~ s 7. : : D5: ~u a a
';., O O. O. O Q v. c. o. o. !r O. O. O C.,
C j I OOCDO3&OOODOOO , l I e . . . . . . . . . . . . . O O ** O o o o e o o o o O o
' MMM M O M M .
+
k
* * .
- e o e e . e e e a
.). @1
- e. . .'[. C O,. D C
.{
f ( . . . . . . . . . . . . . "
- - r. t ~ -r'~pe:enn g
t ,W (* ft ft $ fe Cs ts (a rd ft to C d if C t 4 6 s . e . e . . . . . s .. . t OODOOT3b>DCOOm ' k - , , - - - , _ . . . , - , , , - - . ,, --w------,--,.,,,, ,. , , , - -- . - - - , . - - - - , ..--,-- .~, - --- -
_ . . .- . , _ . ,. .. - - - . . ~ . - - . .- - - ~ ~ _ _ . - ~ ~ - - - . ~ ~ _ . - - . _ . - - - .n_~ - - - - - . . > . - . .-~---a r fi '
>* Gf '
i , O L,' ;
-, L
~ 2.
i U ed 3. z.,
. 9J:
t F-=
- m a .e
{ LV w, C: C' .I W s. 4 i i P h a 4 P f 6 A 1
- L1
- w el 4
e
>=
i 1 I 6 I A O. n t1 1 1 , 8 I i M ; i t t e e tv .J W % O O O O O O O n f) O O O O c 0; O N O .? :) *) 'T C) -3 N *t O .7 03 7 e
=t. .>:;*
. O C- J., TOM 0.*O'03 O C *7 3 O ** O r4 N o N c of N N es c c vf M e 't k
O. o. u. c, O o. O. O. o. o. o. O. o.. e.*. ee.tv. Ofet's o Oc4 OO O O O* O
- O O U a. O N O 3.)
- i .1 - O +- M M f - t* ts O O C O 1
c.g .'m . v v *?!. O O s.4 4 t- r w
. . . c. (t. O. c. a. 4 A.
O<r. O.O.v.T.r.#. 0. a. 4 e, c. c. 0. c. c. Q 0. t- O.:%v': 7
- l. O s.
- o. QZ '
- r. .t a L) w .* *
, [1 % t-
- O O OOOO O O CD OO OC O OOOOOCOOOOtJ.ot O " *? M O ?) P4 .? ** N O 'T '? 5 O 5 O r4 n O N er 6 5 C. O - O *) ed T d O O C* b n
.J .f*+
- 0. O O '. .O O O. U. O O. O O. e.
O.- *J Q S 5 5 6 : . 5 Cs Ci C 3 C O. O OeO.-Oe O. e Cs O O. O c.O Ce
.-e O OesONOu O re ON Ord "J
- c. NO c.O egO ,
+ 0
; 3 u. . . .
*.*=..*.=+.-*'..+.*.***...............
$ .J. w.A -e C1 O O. O O 01 O O 0) O O O O O O O Ce O C) O O O O 0: O O O 0 0 0 0 0 0 O O C1 S C: i .LJ- r., t.2 *
.t 7
i O. o uJ I ti S. O D
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . . . . . . . . . . . . . . ,
bl 7 C O Os OO - a0 00O C ft C *1OMO O a 0 ** m o O ;*a C4 M o Oo o re V 7.tw
'J *Q Cf *r t eb 5 at o N es oervO O - o c.O O oOM N o n.4Os0M-noo o o o oe (e OO O
.2 %
i e4 4 El Cr . . * . . * . . . . * * . . . . . . . . * . * * . . . . . . . * . - . . . . * * . . . * . . . * . 4 73 o cv ci o L
. O- - M. .! O.- e'1-Q twe Q.ee O .e M .*? .O. O. -t- Q O -O- .=. - m *.* 0 -ee0 6 .. M 't eO .-twe.O . emee@ b O 'T- C . -r.12 O .et e n O C3
. . . . . .-e . . ee. e . . . . . . . . . . . . . . . . . . . . . .
.D.
T .= Q e- * - .. . . . . . . . . . . . . . . . . . . OO j . O e - e .- .- N N r4e*ft*N-N* 0.4
, e .- e . -N .M. -M L ? 9 .*.)M P1 M P1 *7 *:- - 1. - -.7.--.
"7 O O 1 0 0e C e -OeeT eSe.O C) O. Oc O . -C)(g (4
, O y .I- , .8 / C3 C; C O V O O O CS L) C) O O O O O O O C O O O O C' C+ O O C O Q C s C). C>
** ()
O C O % O O O O O O C10 O O C. C> O 81 . i l
,-,,.n.-, . , - . . . - . - . - .- _ - - .-..-, - .- - -. _ . . , _ , , . , . . .,_- . , - - . . - . ~ . - - . , - . - . . .-.
...--,,---.-..,.#(? --
,._ _ - - - - - - .- --_..=--_-----n-- .~..-n-n . sw.-_.u__. 2-a s_ _ . - - 4 l 1 > i !
+
i
- n:
A O gm)?
-, uq s,..
- 2;
- i. " 2 g .
.* @v , W i j .. r LLJ t 4 I i
C3 ! CC 1 a .i (/) 9 I i , I i ! f
- l lj !
I ,i l s 1 6 I 4 4 I e i s k j 1 i
- i. +
t i ! [ ! l ! r ' I i i i i i-t i I I B
, . i t
F t 1 P
?
h .I I i i l I .I
- I t
O O O"*a r.efOO'?O*?C3O =? 04P= O Jtt c) oC OO '?C toO
- I C. @. O. eQ @. Q. O. Q - V O V O. O. Q. (
i l> ' .i i O CJ @ O ti (= P.1.0 4.f1 of a 1 L16 0) ' OOO 000OOOoooou g ( 4 f t. ft. rs. P.* f. e. .to C4 r.t 04 04 f.e .f 4 C.d O C. C D Ce @ O C.Ce D & O O @ e p ! L l 4 ooc.ooooooooooo i n ce n n n n n , }' , I . . ............. i l (D 0 03 o 7s C C; J O O m O O o L j - e e e e e 4 l .I , e ...... . .. . . . . A
* *- Po (4 M ** "* 'T .1 O C w'>T= C3 I (4 Ce rt t 4 C4 (1 (v ti t . C e ; # (4 f t ($ l 1
f l l. t O O O O O D O D O C C'> O C+ O [ r r 6 'i P k 1
. , . _ - - _ _ , - . . .. -~ . , - - - - . - - - . - , - ~ ~ - ~ . - - - -- - - - - . - - -
OD(EU%
_~~ - _ . . n. . ~ . - - .- - ~- . = - - -- + . . - - . -. _ _. T
-..) r.
i U J
- Q eg E .,e WLi*{s -
s i "b$ 2-
.- u,, U t
b s ~.,e i 1 -f Lt.2 C 1 CC M l i c 5 I I i 4 i . 1 i w A D. , M i i l l I .
>+
6
..(
O e a t a X N N .2 W m I
** .E > . O O O O O O O O f) O O O O O O O O 04 N 't ** D rd O '? CO ** 'O O O O C C fv v O O of O N O O c1 'T *? 't O O ? O F O O O O O C' O O O O O O O O M O M F
- b Q .7 O. C1 2 O C.) fe fr O M 1 M M t- O O O O o M A C, 0 O O O '? N 'O tr b .t 2 C.D C O W ** O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. .,* *. *. Ce. tv. N. M. fi. t'). M. M. M. M. M. M. 7. M. M. .I. V. T. 4 %'. O. O. O. O. O. O. O.
>+ I w .
Z O e I w F* 'T
< O4O U wwa OoOOOoOOOOOOOONONA0Ce M A C1 - = M fe e O
.J I >+
O O O O O O O O O O O O O ?.O O;C D O.iefef": OOOOOOe M,-e Q-.-e M t is "C e e f *eF*f O. Ce N N N fN 05MC*e N C4 (Neer M
.T M -
M M (1 M M r'?)
*C e "")
u>w O. O. O. O. O. O. O. O. O. O O. O O. N. C.e. f.e t e r.. . . f7. M. *3 f1. M. P.3 M. M M. O. M. M. M.
. . . M. M. M. M . . M M. M. f1. M. M. M. C1. O. '7. !"
O aJ W v w sJ C6 O O O O O O CJ OC# OOC 1OOOO@OOOOOOOOOOO7@OOOOOO. C6 s.J t.t* Z
.O O W LJ p. . . . . . . . . . . . .
O 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . dh
'.. " O O toC ' 0a 000OO: 0 it C @ *'. MO . s
- e0 0 0C10P3 Cr3O r.I at .E kl re ,-? 3 '15 t *iftO N@. O. N 0O0 Pdt 1O(10 0 O O O C oTr.10 M .- M 0 M0 Ce CJ @
W u .- Ci
*J U E
Cr . . . . D O N O O e O e e .e. M e e *? ,~e O O .Q b Q .C - Me e97 e - A .O f* T O O .- M. e'*d .O t. ee .f9.eeof O. t- O ,*=. e e. ee f4 @ e f*eO 'T Q
- Q-Oe N .M.-0 C eO I
I ! N.- > . . . . . . . . . . . . . . . . . . . . . ( .t .- O *. e e e ,. - . . . . . . . . . . . . . . . . . . . . . . . . . . r
. U ..-e. eee re e- ece c.,- c.
. .- ei N N. N ce e eMe O M c1 c- - .3. . M. M.e .M
. .t er.
.-e et .-.+ .? o e c e .n e eo -a ..O O CO. c; O c. e O .O .O. O o 0 e e e e - = . Cd f 6 3"
w 6- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J 7 M O CC O C10 V O O 0 0 0 O C)
- O O O O C O O Ci O C) O O D O O O :. O C O Ce O O C O O O O C. 0 6 O O O O C. C1
. A ti i
--,- _-- - - - . , - , , - - - .,---,,-------e--- - -~ - - - . -
- - - - - ~-
.h b
-.m-- ww - -w-.. . - -
u~~~- - - - - - - -- - - --
----+---1 --------~~-
),
- kl + l
>- a \
I Q LJb> 4 i w
**~ ?i ! DJ fi l
- f. 1 k , ;* U 'A j H !
++s !
No.s I
< u.J i t.D I i CO l
cc i a i en f 'I t
! 6 i I 1 !
I l 1 I l I 4 i I l - a l I l . 4 , I- , l, 1 i
! I i !
/
l I f . L r l i 4 6 I J l L
- ff '7 C3 't 33 (d
! (D e- e C e0 3o? fe *f O C *O C1 o (4 o et it) , b D. D. D. V. D. D. D. C. *!. @. D. Q.1h. Q.
. I i
b C4 re f4 O - 'T re e O .- P) == f1 Li l M 07 #3 f ) c1 :'1 M M r p M r1 (1 f") P3 > M. P.s M. eM.f*). ?) e e M.M.f) f*) f".) r1. M. M. . C1 O O O O C) C1 Ca O O C) C1 C1 C1 t, O O f4 O O Cs O O O O O C O O M CN M c) M c3 C1 r t
. . e . . . . e . . e e e .
C3e-O Oe-4 3 C Q 0e 0? ,C- C e-
,- - 0 O (1
- i
. . . G . . . . . . 6 . . .
g M # le7 I i a f t c"ef,d (i04b Mrg f v ti fe (e fi C u Cs ('1 (d - l 4 h (9 $$ () @ h (* (t h-h (g h @ ($
?
I ? >
. . __.-- .. - -- - - -.-- - - - - - - - - ~ ~ - - - - - - =--- ---~~" *(al { l U"= ~
4-
.% :I
- I"") H 8.,. 2 U
.' ;*6:.
. :.y : *3 b
43.. hJ f.D W s%' M i e i I S. u.
' O.
is 9 r 6 Id. O N . e 5 M O
.J uJ e o o O O o o o o O o o o O o o o c?r. O ev o o $
c.4 . o e4 3 o o rv T C c c ce c3 0 rN N r0 c' *.') o o c3 0 v ed O C C5 O O O O O O O C) O O O O O N M G 5 O O O Pd **) O C) G D t < t . f 4 04 0 0.J O * *= D f.d ca O .:$? :D O O C "L r. e 4O C3 6.Cc.*2 > .-*e.- 4 Ow O. O. O O. O. o. O. O. O. O. O. O. O. O O. O. O. O. 3. O. O. O. . .O. . .w. - . !4. C .# (v. C d. C.d M. M. r".) e.l. O. **. f*3 V. V. ". v. d. O. '7 c.1 v E O.
>- OM
.( ** O t.2 O w IF..= . O O GOuOC' 3O O GO OOOOO O OO O O O OOOC*r oC v Dta O L-f. ' 4*--vCr.o*-hndO6F.O-f4NOf.OdO*?OO.O695 t i .'". @ c. A "1 Q O @ O C C A C O N t t. := N 5 % i. C ':s ;D ; DOOJ j J <w
! O wsu
*.u-
.J o. e. o. O. o. o. O. O. o. o. u. o. o. O. c.4 n. S. r. c'. ci. r " c3 a. r. o. c c c c.4 c. N r.e O C' O O Ci O C4 O O O & C1 O G C) O O O O O O O O C' O .*. O O O O Ci O O 4 w .J .') O O
*- ru J 1
Z O v. O W y >- . . . . . . . . . . . . . . . . . . O 3 o o oE4O O om oO OC4O t7O O OO A C. O a o O O r..N. '!.m." .t%. . . . . . . . . . . . . . . . . . . .. . . . . W .Ze ("e 4 " .- Ce M rs V V .1 0 (e - t- V O rd.0. ft N O O OW GOOf1O O- 2CiO ce oVn(4Ce'3 Oe MO- M C M O
*i
.~.J k
(c . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . ... . . . 3 O et O O .-
- M %
O ew e e^w O -d*O 5 O O * . .. f" ?.. 0 - 0 h O O O --e. c3 'r.--O .3 b .e.- M . ,et. O. b O ..- f7 C. T- . 0. .I Q b Q-O. -r,, m OOc w . - I. M
> . . . . . . . e. . . . . . . . . . . . . . . . . . . . .
.I w '4 . . . . . . . . . . . . . . . . . . . .
.. -..-.-e ,.
=* * * == CN N
. O re
-e v f e4 t.v n. N -. m. m- m e - , - r3 n .M. .;9.- m m et ? - ;- - .. yd
- - ,. -a 1. .*.-e- c. c. n.
. , ; O..O. ep e c'.. O. coo O - c4 ( :
*I
^.
u
.J O
. . . T.* O*O.O*C' *O O* O*O.O*O *R 7. ',.O.D .Q .D *G Cs C C l,. . .C).O.rp.CT. O. O. O. C. O. C,. '*. C.. C4. .O .O .C<.C.. O. :.^t. . . .. . . . . C. C. ** @ p C. O O C. h s.ig' . e .
c
.. - _. - - - - - - . _ .- n_.. _ - - .
f i
. a .s E .5 g Wd
% LI e4 2 D d ';
t z.
! . '8 '.
l b I l
, +.s.
cf. I LJ J C.D W t <C
. to a.
i e e i e l i ti cv O O O O o .* cf e tv o o (N G O O O C a O *tenO O O M O
**. v. v. v v. v. v. * . er. c. -f. v. v. v.
Ir i i t- N A $ a a er M r? ** e. o @ t-O O C: 0 O 7 D 3 r'.t TJ K O Q ?: tw. .c e t .s .C. .s i n Cr O. C ..s C 4. c .e C < t .s i .s i t. . O O O O O D O D O C1CT O O O I OOf.OOOOOOOOOOO M f4 O (1 () O c) CJ-O- O O C O e PJ cO C: .C. 7 O O O e
*= .- Ce Ce n s *:.*: .0 .tn. Q. <3. .> n.
CW C4 C4 .'s f s Ce tw s e (4 te (t t e (4 g n C5 c: O O O ri ci c O O O O c a AAF A
. _.- .= ._ ~~ _ . - .. - - -
--.C-D'* X Q .i -
y t1 s- . Z DJ 5* 4-u 4
. L' l
{, .l .,
, e LtJ i-(d)
CC Wa. U) e H Lk C. S 9
>=
H LA. La e O. e s 3'C O M J LaJ **-
<> . 0 O 0O?> oOOOOO OO OO OO OOOO OO OO O oOoOOOOCOW *! O *SOOC17 ** v 0Oed *T *FAOCO *t N e (N r1 N O O ** O N ** N O f 4eCG04**O b O O re 1* O O v tu u<2 Ot8a OQOOOOOOOOOOOOOOOOO-Oe e * * * * = * * * * * * * *
- f t (v N M M M M M MN t53J.O M Mcr4M ** *:4*:mVO* N O O
- V M b G
.T1 V O 4 O C U Q C. O t- % v * * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * *
- O n
&+ C .!
< <O O w ** e. O O O O O O O O n O o c' o O O A O 9 h .? M b F4 @ "P r. 4 -
l C O u O rs Oe rv - Ct C T Q r; M T. O O 00 f*) tw I C1 I e- O O O O C, C O C O O O O O O O P. ""** * ) 2"I ?) "a r* ;.7*c.,O Oin 0 a o n e.s Q 0 0 0 f ~ g e. 5 6 5 6 (~ t- tw J <? H I O g,3 ,. v . e t! w O C.n G G O. O. O. O C. O. u O O. O. O G. G. O. .:. C. O. D. J. C U C. D. Q. Q O J L' C. G. G.J.2.9.Q.
. . . . . . . t ". Q.
R C. O. O. G. O. Q. h. w ..e C1 O O O J O' O C' Os O C: O C. O O O C> O O O O O Ca C & C1 O O Cn & Ca O O O O F- ' ( 1.s t 4 l 2 O n m n.J w % . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O a A O CJ O CJ M O O ,A # O A a O O O c. re -? c) ?E- . . . . . . . . . . . . . . . . . . . . . .
*1 LJ .J* Ci e O @ C4 ha M O-- C e r'. t' n V *t *4 o es - t- V O f4 N 0.. Oe t i O O 0N O O MMO O C.- r^,
- Cd O v M f4OMf7@ - M O c)O l .3 h
i CL cr . . . . . . . O N O O .- e fel *T 0 0 0 5 O O e (') *? O O 5 O O O - M s; O - - ---e= O **e b .- P1 ** - *-O t. O .* f'10
"
- P= O*-e*V O r- Q O*C4 - *m*a-C)" @
*- ***---- **'*--e *-e - -
2.
*?.
. p . .
4
.C
. . e .- .-
eC ,..- *- c4 t O e . . c .- i es C.d t.o. f.d-- C. N f..l M.- (.9 ...)
- f)
- C.'.?
O C ' Ca OO i O.
- .. . ri M 0.) */ . *f. v. e- er *2 0 0.. cr.h. I M. O M *.**
- -e t
- O.*'3 C..
* - - cg c g l
A L.J > (
.4 o O. . O..?. .O
* *O. *O * *O..O . OO OD O C'O 3'OOOc'.OOC) OO + C+ t+O.C'. *O*O* O . .:s. Ce . . *:- .0. 0. C:
. . c- O. .O. O - .O* D. *C'*:* Cn* .Q . .C)
. C) O sk L I
I I I PUJ
s.- .w -_ A .-. -.. . . - - = . - - .--- - - - - - - ~ -- -
- ~. ~ ~---.. - -..+ -.. _ . - ~ _ = - - ~ . ~
r , C3 Y" ( m w a. 2 I "D3 2
- Y H.
.~
s-LJ.J ? O 4
' C
<C tr>
I i l I i, i i e t r I i o f 1 1 i e i 6 l l I a : I 3 e i e 4 , I 1
- J /..
1 1 i I
- i. ,
+
I. e I t I tt n O 03 N '03 o 0 0 to O O o (* (4
- CD ;O e J O O t~ t~ O O O +-
C Q. 0 0. C. 0 0 0 0. st.i o. o. O. O. J
)
' i l l i j t% O *? 'T C *t 0 in M M 0 O in Q t~t~t~t~t~ tuts N t~t~t*t~t~S~ 1. w e. o. c. o. c. c. o. o. a. m. a. o. o. O D D O Co o c10 0 0 D O O C1 e i t 1 4 I oOhooooooooaoo
- a re n n n c3 n
$ L r CDv C tG eQ CJ eQ CJ C., e C C. v CO.O Q C3 h I i [ e e es ed m e .r e ta 6 o a t~ ei g fe W W ed (d C. Ce f 4 h rs 4 e t v s q N j e e o o o o c. o o c, e c. e o r t, W i, , t
-mv-g-e--e
, , w e g- -,-...-r . . _ . _ . ___. - - - _ . - - - . - . ~ , - . . - , . . - - . - . . - - , - - . - - - - - -----r2s . laa
_J. ..-_1A_r.___a ,_ a m _w, . 4 _s_ _ A2 ,_g2 i.__. ..g ,, _ p_ _ _A, ..__,_o.g,_. _,;__4 3 I I L b
.m.
'8"
(
. 1
. i
$e e.6 e t '
i c-i 1 b l 6 .I 4 h W., E. m W sa l >= :.a .
~r 2
, O. W u ** OOOOOOcOccc 3000000: n n -- O s '- - =- : : e = 0 u n O O n O o o c o *: : Ce==
OO D C O O C. O .*.e '.) COOOOO OD9 5-I* *J 1
- O O N f . T. O O Ci *.* O 2 O i C ** '." N f* O O ~ F O O O f. T O C '
O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. c. O. O. O. O.. N. O.O. O.n. n. **. b. *:. V. ';. T. T. ';. 4. 'J A. C. O. O. C. 'O. O. O. 7* ** O O 5 1 s O
-e * . "O
* <.*a 'O O O O O O e5 O O O O o O O O O t- % e-b **P-
- c, O O O O O O O O O O P O O O O O O O O r O T N ** ' ") N N O O 0 *: C*- * -a 0 ,
O 7** ON-O-v -e +O 74 L 8 < ** - On -r T. O* .2*.O. F T . N ?. ' "'* ** N .* n " * *C "" ** C ' " " '
.J > .r. O. O.O. O. O O O. O. O. O. O. O. C. O. O O 4 0 0. O O. O.C 0 0 *. '3. J C. C. C. 0 0 0 0
- O O.'O. C.'3 G. C. C. O.*J. J. C O. 0.1
.4 un ~n* . . . .
] . O. uJ p p p p p p p p p p p p p p p p p p p O p p p p p p 0 0 0 p p p p y. '
, t* t- W
- 3 ,
i s Y ' em of > w q.f b- < OOo*;.oOOOoOOOOOOOONOOOOr.OP'*r.OOO.Nt-0M ; G O v r. *: O t. O f 4 r. Q 0 - ? OC O u .2.*. . O. O. Q. O O. O. O. O. O O. O. O. O O. O..O. . D . ..- .- .=
. =* .* t0. V. T. v. 6. T. 4. O. O. 4. J O. O. C. J. J. F- N b 5 b O O O O 7, O O P- Z w .. . . . . . . .. . . '
I 7 O w
>* b2
.f .: C O '.J. a O
I** o o e O O O O oJO OOOOO O'OGOOOOOO O O O O*- O O0O 0'A 3 0 **0**O'T N*.M O * ? . ** M S 0 % "4 5 * ** O O O O O b D * 'T C h *r ** f- 0 "* ' " '
".N**.T
- - - - - - . -- i..'"C J K .- " ** " *O T. 3 @ # O I O O '! C C *O y3s O O O O. r O O O O O. O. .; Q. O
. . . .O. . .O . O . . -.-.- .- :.
..e- . -e O Jw . . . .. . . . .... . . . .
r w .M. a O O @ O O O O O O O .' 7 @ O O O O 7 *' 'O O O 7 7 O O O O O O O O .~. O
>* 1 dJ 2
i O w O W u - . . . . . . . . . . . . . . . . . . . . . . . l O ""! OOD *a 0 0 C $ O E J . . . . . . . . . . . . . . . . . . . . . . .
? re - A S r. O CJ C e--
.*' A O 0 f.0L*s O *a O O 'T N rvV V - O eC..- S 5 -- O Sitc -J- ed o O $AQ o ilOs")O
- O n O * d 9 +- CS O O.
W = 6..
*N v Cs *. 4 O^
*J
- w f
, c- . . . . . . . . . . . . .
O . . . . . . . (j O .C. . : O .* *. 7 .;1. -3 . .2- t~ O O - t'.1 -: : t ' *~ O D .O. .. ' ** ?- :'~ r.. G hC --. - r D.t O 7
~
- --- > 0 Ot.om.A.:...
T r O + N . . . . . . . . . . . . . . . . . . . . Q 0
**O...a- . - .- -
.. .. .. e--N f u ( d a G re c. N ~* ")
f*. "'t
- "'.A
. n
**1 ~. ** **
-......-e
*9 7 5 0 0 0 3 0 0 .P .O.-."' O. S O'.7 7 7e,0, t
- g. J O.
M u J
=
O
.m.
. . . . . . . . . . . . . . . . . . . . . . . . . . . .OOO?OO7C Q "":. O' O O O O Ce O ! O O O O O O Cr C. O O P D 7 ~, C' .-)
. . . . . . . "'-. .OO . .7.~'. O. .C'. O. O. ..7 7. 7OO70 .
l a :. l l ' j -
- - . - - - . - - , . - - - . -_.-.x= n - - . . . . - - - - - ..-.-- -- - - - -~ -.- _ --.- . - ~ _ - - - . - . .
1-. _ . . . . . . - - . ------ 1 i I, a 1y* 4 b.e e 4 w. 4 i ~
) =
l . 1, . 4 h: , i 4-L'. C C' r: 4 j V i - i 1 1 i*
. {
? l J t 1
* ?
(- i t t f . I i *
. l }
T C et O 2 N to o O O O T to l O rs M "4 O O f1 C r. Os 7. Cs OO e
- 6. t-. t-. .t-. t-
. t-
. t r . 5 6. b. t- r . f-. . ;
I
- I i )-
t i a
.a (
1 I 'N o 6 O N 'a O ::: O556SO3
't T '- " 't * *r e- ** ** er ? */ *t i 5
- j -
J. 0 0 0. O C. J. C. C. 0 0 0. C. J. omeooooooooooo 3 4
- 2 , \ s.
I e i j
.N .
1 i i
- l
- f s
f4 O r. n( CO c o o To eo er O *o o et o +; ev *r a C. C3. O. O. O. C. D. .~. . . . . w. C3 i i e f a t l i l-OO
" 'r m r
- d O e4 N e. A ** L i O O .", O C C O J !
1
. J.....V C..O. 2.O..- . . . . - - .
'O O O O O O O O o CeO O C O l
I
. s i-6 t
L
. . . . . . . . . . . . . . e O&?.OOOOOOOOOOO M f. n M M 6
O n T r i j-C a
- . O. 3 C.. Q 'e*~"*'OC I 4
f g ( v f . ~. a er +r ..' c 0 e r ". ft f. A 4. u fs (d N cec.C4Cs C8 04 D) L OCOOOCOOOODCtC'O
-{
oww.e,---+w_. wy __-,-w-
a __L_v- _ - + - - ( M I: C..*J..T.* .
- h. we l
**- ==3 [
J L.1 *
- s. ',
%,, )
b. m S. L. t. C.Q C': I
# I rfy I
J e b A O. b a b ta. b i a Y ($ JtJa O O O O O O O O O O O O O O O O O O *? ** O O O O Cd 0 ? O C4 O '? N .'T 7 N O O O O O O O N O et C4 O O '* C3 M.- 4> H < O O O O o o o o O O O O o u o O o o f 4 N r? O O N e M T, n N N ? m '* Q 'D e e e O b O '7 *. O b F* Cd O *J U C.t O t J Z. O. O. O. 0 0 G* O O O U Q O. O O. O. O. O.s O. O. O O O e f s. M. M. "1. F. M *T. T. v. 9. V V. Q..~eC.
* * * . e . O. 0.
.;s J Q0 8.0.
. t-
.. 0 0.f
- Q.
e- I. w 2 0
>4 b O
=C O < O..
p: m o O O O *> O O O O O O O O O O O O O C 4 ci .? O i9 f*) O OO O A Iw
.i k- O O O o D C o C, o o cs :. o c o o o b . ..-r -- -r.- r.e aO O No *?
; oeo')
t oNoOe f* O7 .- - -MMMO.- c, C. c . O 'r$ e: N.S < sOt <".0 O t? b O e s n c a es a e- e C. e 04 LJ > t- O O C' O O O G C D O O O v. U G O O. e. . - . . . . . . - - . ce. .es
. - r.
. .h. re
- (4 re C. N. N. c4 Ci ri. (+4 c . 6 -rw to r; Cs :.
O J LC %< kJ e- .6 . O O O 01 7. O O O O O .*' O O C' G) OOOOOOOOOO(1OIOOOOO
- r. LJ P.-
T 7 e
.O.
d tal 6.J u . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O D OOO O1O O .i 03 9 O O :. i .^ O O .3 O O O r e N ? O " t- t- et O C4 O Ce O O N ,.? O O O O O r4 O. M. O. t - M O O EJ w
;! tv + O iS f u c ci oe e- r, c) r) sf - 4 O (g e cv e 0 - et, n (1 e N y N c10 (1
-J w
I 61 tr . . . . . . . . . . . . . . . . . 7 O f4 C e O O- eee.* M e e **
* -@e @ C f. O O e *.e O O. b Q O O.
e M. e. e. *e ..M eVe @e-O f*e*eM e -.?.O b .I .e. fe 3e O N O,. ee n 1 e e
'I O t- C O e N e .0 0 e0 O
e >. . . .
< e :r, e e.
- e ee -e e e (4.. c,. ,)
e c.,.f ei N e erw
. N. t e. M ne ?)
e -ta e em. M .- ,t , n m
- c. r..e?
- e;e .- .; t 1 ;A O .", O OO
. O .e
.O. e.3eOeO.O.
O .. e +- ,.4 .-- e ..J e eO. c.1
. O., c g cv Z
u u . . . . . . . . . . . . . . . . . . . . . . . . . . . . J .9 O 'O % O . . . . . . . . . . . . . . . . . . . . .
- LJ
.O O O O C 0 0 C O :.T C D O Cs O T' O O : O D O t." O O ~ O D O C C. O O D O O C' O O D O C O
$& s',
---- - - ~ - - - - - - - - - W
. . . _ - - - . - - . _ . _ __ , . _ - . _ = , . - _ _ .___ ~ - _-. - - . - - - - - - . - - ~ - -- - . . , . .. . - - . _ _ . -; . . _ - - ..._-.-u-..
. Et
- bC' Q .J . t d
S.= 2<,
~ -t1
- M 2 C 9-H I e m..
l L1J 1 C C 4 CC 1 i u) 4 1 1 e a r 4 I I I J i f d * ( l l O m ce N o N e? N O M d ce c o O O N N C' t :.3 % n ='? O h 5 O , C. t-. C. O. O. C. O. Q. R. C. O. C. O. Q. j i i C O O O . > 0 N O d -t *, d) ($ 0 cv cv ce N e"s r. ed c 4 es c e n. . . c4 re ce
. .(=
. (.. .c. cw (4. h. c'. . E.s t.o tv tv c.e .to O O O O O O 0 7 C O O D Ce O 1
4 O O ce o O Ca o O O O o c t2 O. fi f4 () s') () r3 c)
. . . e e . . . e 4 s . e .
J cJ Ce-cJ O e M @ O Ce C3 Oe C) 0 :"> CD e ,i 4
. . . . . e . . . . . .
4 3
.- .- C. N M fi ' ? $7 d O to t- r3 f4 cs ce C4 C4 N N 7e 6. se (e fe N C4 I
i w bI %IO I 4I tr T l. ! . _ _ _ _ _ . - - . , ~ . . - , _ _ - , _ _ _ - - - .,_ ~ - . - - -
a - a. . _ , _ - -. f1 b C'
.s -
m H:
-c-u. L I
h 2
.' ds F.,-
L LAJ C.3 D: M 1 s H ta. O e
- b a
H is. O. 9 X M M .J LJ .~.
.- 4> . OO O OO OO OO OO OO OO OO OO OO OOOOOOOOOOOOOOOOOOOOOM. %* C C rsL1*?Q .7Q .* ef (D P4 *T O .* O O O O O O O M O O O O "D *? e)
) >- .: O cv '? re V 02 re C 4 7e c.f,
, O t J .2 O O. O. O O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O."J O. ..0 e*. O. O. 6. c. di. fw ( e M. (9. M.
. .
- v.M.
. V. tt.M.
V. 0M. ' .c.V.
- 0. O. 4. O.M.O..O O a
eIv . I ? ( O p H O ""
.t *4 O O w **
- O O O O O o O O O O O O O O O O m o O O O a) @ C4 h O e * - O T 0 '.D D e .i e? ce ci 6 O O O .? V .? b C3 O CD D IW . O
- Ci O O O O O O O O O +- e e e .- e.- e l
.J << W w > w. O O O Oo oO G O O O O O O O O OO OOO ebt-O .-
- Oe eOOe O.. OF4 e w - -- e .-
. . . . . . C . C.e 4. c5 rs. 6 f u. tv C . tv N. 04 f t og S. of O. O O. O. O O.c O O. O. O. O. O. O. O O O. O O. O O. e . . . . .
O Ww . C4 O O 7) O O (*-.Cs ? O O O O O. O O O O. O Ca Q @ O O O C) O Ca C* C1 QJ ..4 =A f* b $.e.$
*C 7
0
. O U w p O *J O O ft O eO a Oo )o rsO Of'1 O O 0e O c) 0 0 0e Jit14OM O O O te V N V OO C4 V V .* b b 4 O rvC40 eOe reO O C4 c O O O o O PeO *1 0 M e MOO e M () e et tal .Z= VC M0 M
.J Zi w
k Cf 3 . . . . 4 . . . . . . . . . . . . . . . . . . . . * * . . . . . . . . . . . . * . . . . . . . . * . O 004OOe
.- e .-
e-M.~Ve O eeOe O. h Q O e (7 .-V. O e O.* t- CJ On O e .e M..-*F 0.e 0 5 -* M e e.7e C b O e .-Me .A. b O ee ** O b :O O N. . eeM O 3 O e I b - e > . . . . ***e
. . .e. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ef *O*e
- eeN
. O ee - e ..e e e e Os e . N ef e 46e h -ee6 M fa 1 eMe *?
.-Pe .- Mee M M *) V N'* " ** .* O -L -a ti d d C O O T Ci :*. O O O O O O ee - - -
O .- C v C e a'
. T u o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
J Z Q CQ O O Os O O O O O O O O O O C' O O O 01 *) M & O C. O O C' 01 O O O O 05 C 0 0 O O O O O O O O C. O Ca O P
= 0 EL M s
h 0,'s( % i
-,'1
a-----__.~- . . . . - - - - - - . - - ~ ,.=n .~- . . - + -. -. - -a - .. , - ~. ~. . ~ . - - - - - - - .. - - ~ - i ..
>* 61 g <
l E', Q 64 I n ac- d Z i, 'I ' D a .3 2 ~.t 4
\
- w) '1 i H_ , ,[ j
- l t c !
I (' e I L . .' f en l 1 4 . - - e i 1 i i i l 1 i 4 I i 1 * { i. t 1 A e l t .l j r 4 I' r 1 ,l ii l 1 i 1 F t a / i
. . i a
I i t I I I 6
- l. t i
4 't O CO '? O 't O O O C O ef 'T C c 'r r4 o er O et - - t- e.* O O g W. l.1 0. .O. Q. 4. d. O. O. W. d. Q. O. @. 4 I I ' e 1 5 l: F I v (D
. 0 *T M (.O 4 (D. ** (.4
.- -. N 5. '7. O O N. ft. f. .N .re. c4 . C4. f4 r.e ri. r.e c.d f.4 (J I
O O O O T D O O Cs O C\ C1 C D 4 4 oonooooooooooo n eo n n n n n o i i . t co o c oe o c.e cc o co u. . o u,. co o f
- e. =+ fe fd c) ce ce c. < . r, M *f Lfs @ C 'J f* O >
1 c. c*7, c. c4 c4 :4 o es n s t m o c :. c o + o :.c a o o o ' i 1
; 00CEOW ". - - - - - ~ . . . . . , - - - - . . - ~ . -w- .-~.e-- - - - - - , - - - - - - - . , - - - --- --. . .- - - - - - - . . . - - - ~ - - - - - - , - - - - - - - - - - - - - - - - -
,_ e - _
V. C,.1 'u-
.w a D
A 6. ' h U. 4'ss
=s }
a-kJ l C3 , pm i N co 5 W
- O.
O e 9 H L W O w 5 M N v We O O O O O O O O O O O O O O O O O O O O O O N N N N N m O O N O N v r4 t* J O V N C O O O ce V M O O M O Jt > . O 0 0 0 0 O 0 0 0 0 O O O O O O O O O 0 0 O 5 n MeeO O re' Oe 0 - N 5 m Ja C 4 0 O e n < . O - O V O 'D er M 4Z q Oum O. O. O.O.O. O. O. O. O. O.O. O. O. O.O. O.O.O. O O. O. O.O.e . . .N.rs. N. N.M. O. M. G.M. &. n.v. 0. v. 0.V.0 0. Q. 0. C. O. O. Q. 5Iw Z O w W OZ
*t 40 O w-e OOOOOOOOOOOOOOOOOOOOOr.OOmone ed r J c 5 T O M ; f, 5 9 m t's e. O .- M .7 c 5 O I> *J J *t
- O O O O O O O O O O O O O O O 3 O O O O O '?'? O A ,.1e 0 'asJQOOO: 55500C)TCOsOMOO.OO
- w>a .* *T
- O. O. O. O O. O O. O. O. O. O. O O. O. O. O O O. O. O.. .O . .V *? *? v..?
. . v 'I.*?. ". V. 7. o. . . . . *T. -?. v. * *. *.'t. 4. 'T. 'T. 4. v. v. v.
O AU u H na" LW C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C* O O Z O
~
N d u e O D O O ft O a* 0 0O 0b)& N'O mOO O O O0 O O O AteOr3O0 O tvC4'T d er 5 t= v O cv a N O O c4 0 O o O 'D O N O M
- Z ** e *1 *- n O O td m V V V O N ** to e 0 e O c) n e N V t. n 0 t)
.J P.
~
k u . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
*J O ONOOe e w e- eMeev-0e 0e 0 t- c) O ee M e e*teee 0 C 5 C3 O Oe- eMew'?ee0 0 5 e nw e.?e O e 5O-M a 5 O 't- O ene e e 5 0) O N M A O :41 e v e n e I
O e > . . . s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.f e oe **-e O
O wee .. ** *-
- ee *- +-
e e** N N. N w Ce 4 Os e re (4 W ce06e Me Me MeMeMe- MM - M eeMe*?e *. '.* 4- 'I O A d 0 0 O '*3 % O O O O C O O O N c e e e e e - - e e e - . e e r, C # Z I w - . . . . . J .' CD E C1 Ci O C1. H U O O O Ch01 O O O O O O O O O O O O O O C O C D C O C O O O O O O O O O C i.D D C O O C. O O J .
- e. L=*. f ,
. to NK Q ^8 W
es 2 OF
". ., k 4*
H C [N w CU O!
<C U) to V N O v C C O 'D 0 *? Ce @ C v N
- O tv*a ci o 7J O r4
- m y
- o. O. O. O. C. c. 0. O. O. Q. 0 0. C. is.
c '7 m ce * - O ed - c 4 er f1 O O CD D D D ? G CD DOOO@D3
*f. v. '7. y 7. *r *r. v. V. *f. *:. *r. ' . **.
O D Cs 0 O D C O O O O D O Ch Onneoooooooooo M h (1 O M M M e . . . . . . . . . . . . . O N.e h C d N eO h,. M Y.,@ .@. h O m
****rY(4 O O T Y e$ N Y ) b O te te re f 4 Og rt ft ts to C. (3 C (4 N t h hh M b I NO 8 8 9
. . . .~ - . . - - - . _ _ _ . . . . . . . . - - - - . - + - . . . - - - _ . . _ - - . . . - . . - . . ~ - . - ~ . - - _.- - = ~ _ - ~...- -- ~ -_--
d I. A I e% C I **
.oi f
I L. N a. L d [.s
*.4 V.
} i p 4 i I 3' ' l., 1 4 i 4 1 l 1 i i 1 a i 4 I t
>+ CL 6 ** W e==
O <2 { W9" > OOCOOooOoOOOOoooOC ' c.e Q *- @ S N O h T T .* r e*.d 30 Y 'O O o o O O f 0 'Ji i ' j
- 2 O O *.a O ? o C O , *., c -) o C. O ,ccC OO
'.J..Cas's O O.d
;*
- f D e I. .: P. I S fd. O. O. O. O. O. O. O. O. O. O. C. O O. O. O. O. O. O. O. O. J. O.O. G. O. .r.to.O-. 04.
. is.
- 7 N.# r- Cf 1i.s;;&.c.C.?M. N. v. v.*T.'T. T. A. 4.;,*..me4: O. O..,J.
f s 3 l , . i - -
,=
k e
~^ wO
! * *f***
** ooocCooooooeocoo00OOo3: e-r?O~70SNt*05?- f **
*: OOOdoo5OOOOO O O O c 0 O r; C W O- e. O .2.= ~7* -7. *. 7 7. L O O o o O 5.* "3 -cNa*dNN". .; " ?.. e ;;
J < [ ** , O. O. O. O. O. O. e O C.e O. O. e O. O O. . J.eo. a O. Oe O O. O . O.
. . O.
O. .a u j- ,
. e . ..
popppppppp;,pppppgpppoppppyy . . re *4 A ca e .
. e ee.s 04 c. 04 r.e c.e C.d h. c rs.
. . . .04 ed h. .
is v. u t I K
- r1 -
e w- ! C)
< ' >
- ooooOo 0oOOCOooo.a o o o o c. e o o o o o o o 1o o OOOoeoooOOcoe 7,o ;o io,2e .n -- e~:e 8 cvyeP. e n . o c4,e. o:;ec,c.q.;; .3.,. e8maepn e o r e .e o ;_
6- <0
*C Ow
- C o O o *o*O. O. O* O
*
- o.O. v.C O. o. o. o.v..,w. o. o. o.
. . - c. 7. N. 0; n. n. n. e v v.]fc. v. f. c. . ..a. .n. o. ;.:;
. . . . . . o. o. c. c..: d
}
F
.G k- ON et <Q E i
t,a .J *. m o o O O O O o o % o o n o O o o O O 3 O O O C 2 ~3 O *? O o 'T ': e : C *. *? : T r J
.: .= OooooOCOC 3 o e 0 0 C O *.i O O O O Ce OO RO~ * - - - - J . A r '* *, O *'t* nO:*- G * **1 tt ") D re J i ws. o. O O. O. O. O. C. O. O. C. C O. O. O. O O. O. O. C. ' ; O. O. O ?. **. ~. ". . **. *". ~. ". *. *. ". ~. ". ". ".. *. *. . ".
"1 ". Y *T *? 7
- o aa,
".". .****i a
to s< .a
- c. u CO.: 7 7 :. 0 7 O C% : D OODCOPDOTTTC7:.
.t.
.tJ O w w >= . . . *. . . . . . . . . . . . . . . . . . . . . .
O O O o . . . . . . . . . . .. . . . ...... Q n- O ooc O o a, Oon m o Oa-- O a o .*.ano n Svo vC .: h note-'7 n .? 5 6 U .~.* o ev.c -o- c n e oarenn 0 o o o-n o c4 o m .- e n - n o e > Cno n:
.Je G s 9
c: . . . . . . . . . . . . . . ....... . . . . . U *) **V P. O C r.s. O .o- . --- S *.* O O. . Q t O .O. - M.. *./ .16 - O S U Ci o. . .*..
- ." - -= . t 'O f. -O--- M O t eO-*2 - 'O 5 M ----
O r. F) A O a !:
- e -
- .h
) et Q
e.: ..-. e.. . . . .
.h .,
-3pQ:
nO3: O oo
. O
. - .. - - - c.
- ci r. %- -fo r. r. t . ". e' m---e
- -. *1 m m m. . ?. ".. -.v 2. 9. *.*. < :
~ ee --e - O O .:.1 g, g. p W 6= . . . . . . . .
a ' b
.. O ~* O D Oi O O O s*1. s. C.e D. s*'. : .Ce.7..D .Q . ~~'. . 7@OO'?. . . . D 7 . 7 . *'. .D .: .C .Ce. b, n, ?, O,3,:, , c, :, O, C. , ,:., .,, , , , , t O 1 0 p t, p C.
*i s
_ -. . . .- . __._ . ~ - - - -_ .. . .._ . -. ._ . -- - . I I l
;- l C".
...l J *g
-. l l
i
--l O H.
e Ne
. a C:
- r. . .
g- i s. I I. b i
+ ]
I (. i e .
. e i
f* '? N r.e O%
- c 0-h t- CO 3T 'J0*.r-f 4 f*
C C4- O A 3 sp. Q
. .p D. C. .D. *. O. A. '?. 'D. @. A. *D.
.,a -
," 3 o a c o 2 0 'a e i o '.* i ."1 m to re t N N N tw te To re C4 ?* Ce n i
- c. re re t
. . . . 7.. .c. h. re . .c. h. te h t C e o o e, e ei e o e o o o o o 9* .
I m I 1 { l I O i I
- CO
= eO e Ifmr.<
f 4 C r.s 'O : O: 'n *:.*.: OO eot3 . .I G G.Q. G. J.C. C.C. C. C. O. O. C. V. t L*l !*1 M - (* ft 7 N - d f4 h 0
- 7 7
-V -.
V V. V C. *!. *.. '; '.T.'.!. .'t V.
' O O O O O 7 D C b C O C Ca O .
I i O Ot.O M (1 ?1 O OMO OMO C* O O O O M O
; O Q :0 C2 O. O- 'O - -O Q r Q O .O. -
l I L
.% --e.e. m.**.
t e h r, t e To .
? O f 't *, ts O l V s fuse re h fe N (s 1
C O O D D : & D 3 0 7 C.C.o l
-- m.. , m. , _.- m.m -- m __.m s . . _ _ . - - . ._m . - . --m- - . -~m_ m_- 2 . . ~ _ .... -m-m . ~ . . . _ . ,
1
!' I t
f I C
>. 2 ,1 +
I, Qu , ut sy 2i O 5'. i - Z4 +
. .J, t
.H.,
R.! 4 C.D CC I < ! i to i f I e f I i i I. s r I t I 1
)
J t
?
1 k I b M. . . O,= L 1 f a t f I i
- t -
1 ), '
' , W !
L 1 I, O 1 i 1, # b K I i i tf I ' v Jw > n. O O O O O O O O O O O O O O O O O O O O O O O O C3 CD O CD rdCwO6O. C4C3
- 50 ".3't N6 N 'T *?
*t N v *t O C3 N N 'T 'T ** O O O
== .C M .
O.C *- O..f. w O O. C. O O.O O. C,O.OO.OO.OO.OO.OO.OO.OO.OO.OO.OQ.OO.OO.OO.OO.OO.O O.O .O. .O e e .-
. .O O. O. O O. V O. C4 0 c1 h FC4.. v.N.
*; 04 Cu. M. M. c) O.
. O. O. O. O W 'n. O.
t- I e
- 7 O
w
~*
6.- C O.t O O Lu w a O '1 ** O a o b b t., I >-
<> O O O O O O O o O O O O O O O O O O O O O O O M es b. M N O b in e O O O O f 9 6 OOoooOOOOOOOOOOOOvOO7oOO ~. o O a a 0 w>u O. O O. O. O. O O O O. O. O. :). o. u o. o. O. O O. O. v. O. .O. . . . . . . . . . ca- - ca .o. a. .M. .n. ... .ci er M
- - --. e-
-....v er. t .s' 16.":
O M b)
- l LJ we C1 O Ci O O @ O CB O O Cl O O O (*) C1 O O 48 O O O C1 Cl O C) @
>- C. kJ * , z e O w
l . m u w . . . . . . . . . . . . . . . . . . . . . . . . O 7 , uh Z w O OttO O.O O tilO N O@M O 030eM O ONMM A 0 O.-y.Ie0N- Q 0 O O5 O6 vNO(4esN~O-Or4O *:. O O.. f.11
.- O. . .c1. .M . . e-. E. t. . . .V. U. .?). .@ . . . .O.
o o o O cv o M 'O M . MOO a M i .J* l 4
- e . . . . . . . . . . . . . . . . . . . . .
i D O ON e O .O .e - M. e'T eee C @ O 5 Oc O - e-+Me -'I O e O t- O 7. eO. . wP1.V. 0 eO b .e.M V. .O. fs Ci ew,.Mr 0 f. O. . ' .O. N :D ,O. N. Me d,. 'O O,. i. h O 1. y ct
=f Q
.- . CD
. . - .. .e-w . -
. . . . . . e-. *.. fd. N. 04. .6 ri. (.. rv. .rw.M.. M. M. M. .M .M.fi .(*4. 3.r*.*?. . . . . . . . . . a. O. CJ e - -
-.-,.-.----e- 7 0 W v. '."1.h
. .O.O.7..O.O O C) OO
; O e w e r . -- e - -. ..- '.T *?. .- ,.-e
.- - - * - e e c3 a 1 i" i I w
, .J % i w O CO CJ O O O O O O O O O O O CN O O O O O C O O O O O O O O O O C1 O O O O O L & P C O D C1 O G1 O C1C)O O 4
. A >
r f 1
,.,c-- -
-_-,-,r-n--n.-.n_,- . , . . . - , - - , . .--r - , - , . - - - ~ ~ - - - - - - - - - - - - - - - - - - p'...."-.
.,_._.u. m_ ____._mm. - -
-u_u-=u.m--- - - - - -
_ . . - - - .______m- _ . _ _ . . .-m . _ . , _ _, _ _ - . _ _ _ . g b1 r
>C 2 Q
m uW'.i l 2 ,T. Q g ': J z l 1 . ,, uV i 1 h, j j L.a ' (D C
< l 1
m $ i i A i 4 I i I s ai i l 4 ! . I 1 ! 6 I 1 l . I 'l I l
\ . >
I i e I 'y I b l
. )
1 I I I I I. p I { O CS 10 fN O ** O O 0) (d O *T 10 f1 I O O(*OOOOf*reO*JQtw *= i. O. 0. m3 . e 4/4 O.e Oe O O. O. O. A. e D O. O e e h l I I b C t~ O *: nDnt O 9 t* **10 m t.i e eOe O e A L a O O e .A O .J) O O A A.-
. . . . . . . . .. e .
e e OOOOOOO:POOPOOO '
- l I'
o e O O L. o O o o o O fr o O O O n ce a r1 t) O c1 I k e . . . . . . . . . . . . . . C'C . I O.% O
, e Ot.oT eQ c .0.;Do
== - e< rw M (". e *? so ;S o 'S t . c (4 f t f e s e N f C e C. 74 ri t o i n CJ ( 4 I
l 0 0 0 e' DOO .' O O D C. O e _ _ , _ _ . . _ _ v--,
1 m n-. .+- -L- --- - -' a 7-- - r % A-t O.
.%. .~.
c2 u .
~C
. .k.
eOe Q ~* I y
/. .
. <g.
1-.= en 6 LJ.I C.D CC I
*:C '
v> \ l ^! i b. h. 10 O. v S b. M. . O. B K L*) V .3 W ^ e *f of 3 P4 N O rd O CC O O O
*C > *
> < 7. OO OOOOOOOOOO6OOOOOO OO C' O OO G OO O OOOOOOOOOOOO OO OOO OM O eOeO Q re MO edC4 OC C4D :)- *O O O '0 C .-' C* to V N0CLOeE 4 76N O.C O u .* O. O. O. O. O. O. O. O. O. O.O.* O. O O. Q. O. O O. O.O. O. O. O. O. O. O. O.O. . . .O. . ee
. O. h.efg rs
. 04. f e. es. M. t'). O. M. t .) 4. V. O. V.
HIw Z O w H O ;* f .C O O ut *** O O O O O O O O O O O r. C O O O S G) O O O O O O M f1 @ ** .7 C ? rs (*. b3e e O . OOOOOOOOOQ(* 3 O O *> 0 c c N O O. cd C a) N 3 0 *)
.J Z H.C k t.> O O O ;t O O O O O O O d C 0e- 0 /. 6 0 e0e C
*- O. '*O b e eb f*e-.-
6 toe t-e b.* r.- O. C) e O, Oe*?.J LJ O*e O uJ 2, u.
=a O. O. O. O O. O O (s
- C. J O .
O. O. O. O G. O. **. .- e . . . . . . . . . . . . . . . . . . . . ... I LJ *. U.Jn w O O Co C6 O O G1 D O O O O C ? O O O O O O O O O O O Ck l >
- a Le I .t
?
O
.+
L1 uJ ks 9 . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . O "i 7 O Q (d O I- d O0 O 0 M E4 O t0h
' O C L1 0 0*-0eA atoO MOMO tN V er f a V't 1f3O't *b b 47 O(4fi C,f.O O *O rd0 G O01OOO Oe-Ot eCs O M M M .*f') O O V C. M 0 M bJ .4 M
- J.
k rr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...
*7 o ON e O Oe ++
.. e* f,1 ,*7 0 0- 0. !
- C O.-- +-e M.
, *et et*e O. ?. O 7 ,O .e ele47 - - e e6 O t e .- M 7 e0 f. O ,e -e.l e .- - .-a b .O - v.
e .Q t 'D O,- (4e *) A,. Q e0 I (g y . . . e
.C e C , .- e e e * ** e t s t,.4 ere.-
f 4 C. e -,-e
,is cu 0-d,- ^) . M. M. M.. .PS M "1 M f1 *f.
- - e e - . .-7 ** e *e ef e@ 4 O.1")
e e 0 e *)eO eO e O .O. O .-O.-O eeO C.i O NO C.J . - .. .- .. e .- e .- e f? . ce 7 I us u . . . . .
.J 7 C) P C *) O ;*J .M. O. .O. O. .7 .0. .(**. .O. C. 7 7O CnC C. O CO .O.Cs . Q3 . .O . Ce . .O. CB . .C.Os . . O .(k.O.C'r . . O*. O O Ol O O O Q O $ $ .*t C.
H U C. *'
. _ - - - - , _ _ . - - . - . . . . - -. - - - - -- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - 007
gg 3, m __:- - - - - - -
- 2= - _ - - --- _
,g,- - _ __ -
1 n,
% g.
e D kJU#- hg 9 'em 4 "D g '- ' I
' M -,+
e w 1 e H
**g M m .m LQ C.*)
CC
- et U
-m ##
l i I
\
i i t l l t f i f
. i t . .
I l f. t
+
I l l e + ce :) e tv e o o ce o o o v rt to o O J r. O c o r- O */ 7: to :) O 4eTo M e P.s 4 M
**? M d Pa M M V e *!o e e o e e e e i
9-e h ( i. CO. e e eQ. e CJ ~J m. o6* O.. .C. e- Q. e ,C7 e e es CCOQO e e a w e 6 e e e e o e o S h h4* I hb h w$ h e e-6 i k e e e o e a e e e e e o e e OOhnOOOOOOOOOO M (4 M M M M 01 e I e *
- e o e e a e a e e o a t' N ** b e'* 9*
hhNNChNNNN 9* em o'= em P f h f e e , . e e l o e e e e e e i e e t e f~ r1 f" er of to o O O N C3 r h h te f t et N 04 (N (i () (e L e (N (1 I P e e e e e o e e e e e e o e . OChC c.o O O C1OCh G O O O $ a
,, ; ,, .i i
n___--,,,_, _ w-m wem.~~- - - --- , , - ----- - - - - - < - -- - - - - - - - + ~ - -
63 -
> [I C,e u, a- 9* '
M 1 2 l
, es I-9 S~
La.4 C. C i < w e W
*O.
4 e 8
>=
+ . F. W O. . 4 e 0 DC M at) J L.1 ** e c3 at :.
*- et 2 OO oO OO o O oOoOooooOOOOOOOOOOoOoOo O oO o oOoOoOo oo oo oOOOOt-'t4f o 4or C3 O.4 o M oe *:M o o e4t- M'?L4*t o *?
C Oo** N eOt- 't *1C3 O. 't C4r- o O C e e *- 4 O u ** o. o. O. O. O. O. o. o. o. o. O. o. o. o. o. o. o. o. u. o. a. o. o. o. O. O O,o. o. e. . . . .
- r e. ce. ce. M. M. M. M. M. M. V. O. A. A. 0 4 4 t- I **
.O j H O .7
.t << O O i.J e ^ O O A O *) O O O O O O O O O O O o o o O O O O O o O O V M ts I t- O O ;.ra C O M O O o t- *. C* M e <3 t- 9 c C 'I. b . OoOOOOOOoOOOoOOOooODOOooOMet.J*r'T* 't et 4 O G Q Q p o e- o t- t- O ::3 .:3 C? J3 '3
.J .t 6.
upa o. o o. o. o. u o. o. o. O. o. o. o. o. u. o o. o. o. o. o. c G.cs. O. 6 6.t-rs . . . .t- .r- t- r . c. t, t. . b. t . t- 6. t-. .t-. t-
. . . t- 6 6. r . 6. t .
O q . des! -- O O Ci O O O O C) 0 0.O O O C1 c.CDCs O O Ca O O O O O e A. J ef O. U N gj - . . . . . . . . . . . . . . . . . . . . O D O O o 1 O O O O '. i' to e O O C1 <1 O (9O OVeO *O.e O O it 0 0 M0 o *? C's c4*Jr.'t **i.'sdC1 *r b t 't o es (1 c c-4 0e O. oOci 0 M 0 (*) O o r.0 e Ce 0 ci o M% otsa'i010
.- M O O M
LJ **
. .a .*:
69 th (* . . . . ..*M'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . ' 3 e O ON e- Ci O. c .e-..- . , ,T. A. . e .it. ,Q t- CD .o. ,. .M.-. '? O. O t- O 01 .O. e.e M e *?e- A. e G t e.
.
- eM *f eO t- O , .M Oeb o .tr. e G e6 Q O. eC4 M. d. e 'T. o. e C4 cg ). . . . . . . . .
.C e v. - *-
- w. v. e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
== N f d f 4 r g (4 O C3 .e ee e e. e e. ee e n e. h.,,.. * .+ e
** cv M f'J .M M., f1 M M.e f*) e- 9e +7 e e'Tn *?e ** *7 Ov O. Pe O. e C. .O. e e "O. eO. eO.
e C C.e O O.NO. csO O O
. - . ee O v e 2
sa .I . . . . . . . . . . . . .
*2
*a
/
O O C4 C1 C. Cs O l*s C' bOc OOOOO OOC.C1 O O:'. Cs.C.. O . .O.?.O. O. O. .O.Ca . .C1. .C'.C'>. . O. O. .O.O. O. O. .C1. .O.O. O. O. .O.f?. (A. Cr '.i _ _ _ _ , , , _ . _ _ _ .--..,,---e - - - - - - - "~ ' ~ - - - . . _ , .-, !d+
. .. _ _ _ _ _.m. .._m.mm_-_._.._mm .
--__.___..mm. - - . _.m_- - . . _ -m. .. -
1' I l i
.-.18 - ,
6
>2:>
i Cd-e, w<! 2 .,i l
~3
- (1 ,
j "I Z*,
. 9>l 3
e, , s6 i W CD i C 1 t CC ! 4 en , f a i I l e I i I }' . I 1 h t ! e t I, v I 1 i t l 1 i I , l 1 > 6 ! 5 e i 1
- L j '
e a f a a 1 l i i 4 r C NO03 t- ft'ToC) etrd. c etDC eC e C. e Q.. nee C) k) O. L f
@e O. @ O. A. *?. ui. @. O. O. @. 0 0 e0 i
t s I e e re e fa s s e e N o f t o. O e t Es O. C3 Q R. Is "O O ;3 C C ?J C3 O (
- t. f . e . N. r. 6.. .r.. t. e. tw. r.
. r. t .
- t O O O O C* Ct O O O O .* D C, O l
f 1 a i OONOOOOOOnOOOO l M N f) M M M M i . I t C3 .O. C3e 0. Q .13 0 @ e C) O e Q OeCD CG i 4 1 . . . . . . . . . . : . . .
- , e* * (t c e M M *. *f O d 1
- e Q tw O ft N f 4 (* C 4 C4 N fN f. (* C n (d (d 4 e O O O O Ce& D Q O O O 3 C*O 4 .
i 1 . DO
- U
- +~- .- va--~.-.. ,. + - - - , , - . - - - - - . - - - - - ~ - - - - ,
---a_- a n-n. c - ~ . - . - - - - - . . -.-- - - - - - - - . - - - - - . . _ . _
' , I
>= ::U ,
C., w., A 2, O 6: a
! 2-l
- J '.<
p
- m. .,
s l LJ J l C.D C 4 M ! l 2 i F 1 F l i b t i I l 1' I l
, h a
J 1 i a f 6 j A i l O. . . 1 M,.' I ( J 1 I S. j l % th. . O L t I e ? a t i ! M i 4 : { l 4 .y { m J uJ a e=
.t.
> e>t Z e
O O O O r#000000 OOOO'rO OOOO O OO OOODOOO OO OO O OO OOO OD OOOOOOOOO :) O Ot'.t N ed U O 'T T C 3 CO D *?O '? C Q
' O O *? O 0'3 CtO DOnO L3002' CD tfi O C3 e ag OtAea
- e. .c w O. O. C O. O O. O. O. O. O. O. O. O. O. O. O. O. O. O.. .O. O.
.
- O. u.O.
- 04. C4. tv. O.
- n. n. O.
er. tr.O.v. 91.O o.O.a. O. O.O.en c. t 9
. O.C.J Q. O N i
4 I z I .O 4 O2
< <c i
} o w-- o 0 0 O o O o O to .n .: L ' O :-4 . O O e e. O O O JOOoOOc OOuGOOOOOOO OoOO O o O O O O O. O O O O O O O O - n N oN m c. en e. n n- nNeon- .,e c eonooa O n er e4 e sNt. o.t.
. e.to, r.
.J >= '
O W ;. 6 J w
- 0. O. O. O. O. O. O. O. O. O O. O. O. O. O. O O. O. O. O. O. O. O. O. O. O. C. Q. Ts. O. C. O. O. C. C. O. Q. C. w. Q. Q. Q. .
w -. tt.s C1 O' Ce C O C O O O Ci O C1 O O O O O C C O O O O O > 4 &W l st z ' O
- n
. M w U.
e ' O 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O A O O ?1 h3 Z Cf e @ Je t d OM OM o O@ .A*** QOt's0 OMO Or;N.e**'Tb.b97OC40riO Ce C1 M .7 T O Cs . OeOe OfeOO O MM 9O"O.N e O Cd O M O P1 e M O O t.* C4 O A f) i
.J U "
6 m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . p
*1 C)
I O .N. O .O. e '*. r) *t 0 e. O 5 C O.
.. e e 0
e . e.. m e e .? p rty e boOO e e.-. (*)
. .'.r e 0 O r. e .r1. ee 7 c N O . M,.e in r*e O . .4 0 6 O O reJeem o M O e4 N >- . . .
. e.e .
.t C} e e e . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
f . Ca ..,.e e eN
,. e ee.s e e N t e N .f.ee N N M to e eM *1.= .N. .".")meM. *n .'t .e. c7.e e7. +e1 e ee d e a eea .4 J. D. O C3 e O
.- e .O-eO O *- O. OcgO O
* (4 O,
w e. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J Z n O O O O C1 O '** O O C O O O C. O O O C O O O O O O O C) O O O O .I O O O O C1 O O O O O O O C8 O O O Ci O O C? CL \
, 14 i
N CC I
._ -.. - . _ ._ -_ _ .. _. ~ _ .- . . - .
Ori
> C!
a u,'
~ uf.
'" 2 , i
^ U 6! M 2 J as J , W 1 E' t.u
!D CJ:
1 v) i i a { i i e i ) C O O O N N N O L3 '? N O N O C) O O '2 N + t- n f1 f a b n - O j Q. C. O. O. O. O. O. O. Q. O. O. O. O. O. 1 e a O M n N Ci 4 * - O ** - O O b b 5 6 t- O t- N t- t- t- t- O 5
@. 0 0 0 0 0. C. O. O. O. O. @. O. O.
I O @ O O Q C1 O C O O O O O 01 . i l
- I O O N O o o o o C*o o o o o nnn n n n n l
l 7 . . .. . ...... . . . i, CD- 0 C .0- CD - -C- G3 - O C3 O O O c <0 ( 4 . - - n e4 m m .e.,. O.n o O s n
- n n ce n a a n n N n c. c. c4 es i
i . ... . ... .. . . . . o m o eio m eso oso a m e m I
. !OT E 0'--
, - . . _ . _ . _ . _ _ . . . . . . . _ . - . _ _ . , . . . _ . . . _ _ _ . . _ . _ _ . _ , - . , - _._-.. . _ _ . . - . . , . . _ _ ~ _ - _ _ , , . . _ . _,__._.,,..
~ . ,. .,
C 4 >.
. .t b'
& ,.i Lid U.?
C, e%'
' Y l-
.s 8
t.
>=
g 1. W m
>=>. f O s* ~"
Wh** o o o o o o o o C 3 o o o C o O o o O o o o o o o o o o V ooOoooooO OOoOC OO O O O o o o o O O O O is -? rN- ".e O N O N ,DN7ooo'rrnTJ,o 5N 0O7*to 7 o ** e- o0 O 0 -r*
.=
O o. o. o.o. o.o. o. o. O.O. o. O.C O. O. o.o. o. o. a. O. o. O.. O. . o. o. o.O.
- . re O.M.O.
. n. o.o.
- n. 3. m. o"1 P A.
;. O. O O. 1 A. .-
8 8 a J7
" ' t ~O
(, a *C"'** oooooooooo,oooOoooooooo J&oor.Oo*-T9oarn5ooN*)aOr.
>= * * * * * -
f.S
* , M. ' 8 <" oooooOoOo3JoOoOCCoOOoOC 3 ooDOO7OoO 3 O - == - N N N N T4 M
- P ** C **
d>"
- o.o.o. o. o.o. o o.o. o. o. o. o o.o o. o. o.o. o o. o.c.o.r e e e o n n n.n a)y
. . . . . i.;. .g.;. . . y-; y ; .
;e y. .q .q. q q q O. p o
o o o o o o o o o o o o o .o. o o o o o o o .n. . 5 m N 0 JU~ COOooooooooooooeooooooooooooc a o o o n ~. n a o n e n v n n .7 o e, I .C > . O o O o O C) oOO' OoOOOCOoOoDCoOO D 0 o ** - m g N n o N f S 0 5 g .Moep-nog "o *- < 2 e- *. C
< O.4 ~ o C. O. o. o. o. o. C. O. O. O. O. O. O. o. O. C. o. O. o. o. O. O. O. O. O. O. . O. C. o. o. .. o. fi. t e. M. M. m. v. n. v. O. a. a. O, c c, .
i P- IV l
- 1. *
, r [ 8 0 w I'* O2 U L: - .O.
- O o O o O o o o o o o e o S o O o o o o o o o o o o 0
- O . 5 O i 0 - m 0 I
O J I =-*
<b-oO O O O '.i 0 C o O O o (e OOC,OGC a o a o o o O O o _, O O O - - e. r r. -1.*P dP *- ' r". c o.; ye p- f, e* ;g-o Af ca y, j O W>w 4 LJ -
- o. o o. o. O O o o. o. o. o. O. O. o O. O. O o o. O o O O O O O o. ". **. **. ". i ** *T **
. . .. *v-".**.**.7.**.vv****i..
o o o O c ; a c p c ci e, o o O o o 3 o o o c . u *J
** CW
.f Z
.o.
O d y >. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O 3 oMCM ooc o o oftd-a D0Ofe o D C MOno o adA- o*=O 3 NOO o o o cf N O ** b N q o f4 0fe-O-VTVONe N O O N O' O o OMo o O. OOf04 U ..." " V ft O O i
.J 3 w ,
O tr . . . . . . . . . . . . . . . . . . D t {} o -f4 O o .. n- .. ---o O C r. r, c-- -- M -. -
?fOb O .o. ---em er 0,. -0 5 ----M -
** 't b 3 .- - N.- -.A- o V O t- r o.=-er e.-I -f -l .
l i u s. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4
- Qe .. - e -..--N .. i7 .*
O e .- - - - - - ce
- -N. .7e
+ *.
. .O- n
-m . *) n. ;. ,n.-. n n. * '?.
~ . + , .
--..O
.T.-*
- O.- t >.f. 3 n O ..- - .- . - - - - .O. O O O. 7.; c d ;
O i'
.c.
e W 67 . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . ... . . . . . . . . . . . . . .
.J Z OC C 3 O O C6 O O C1. C i C .% O O O O C. C O Ci Cr O @ O C' D C O O O O O O 0: OO>OOOOOOOOOO77 l (3 i
"A k i
'].
lw-e.
.e
. ass
.m I.
s. O L: C' v. 6. gi L e
/- _'.
,w' I s ,
t I. I i i 6 I. e-e 9 I re
-o:o 3crO eDo *: o. r:~o C.
4 -7D e4 =vo
- 2O .
Q. Q. Q. .Q D. .*I .D. @. @. Q. Q. A. Q. Q. e
- 4 f
d - n c. o O r o 3 % o e = O e4 , v v v N N 7 n M '- et M ** n 'T '- T. .-7 v. v. '7. *?. v. et. '? *J. v. v. '?. 4 i oooooooooooooo
. . . .' 3 s
O s
*e :
.k
- f. .
4 W v N T4 N
-1:S c': Oo oV o-04'T 2 .1 N ".3: - Q D -
1 l O. h. D. D. Q. O. D. D. D. A. C. W. Q. Q. e a. t 1 *
.Q
- t. OMmmVOO-o-o-oa D .1 D D s' .*' O D 0 D D D D 4
- v. **. 9?. "T. v. v. er. V. .. . . . Y. v.
8 00000000000000 5 . 1 4
. . . . . . . . . . . . . . . I.
1
' o o 04 o o o o O O o O C o o !
OhG O M M M I
. t
. . . . . . . . . . . . . . I CC - -O.C O J. O O. C .0 0 C -C2 C3 .
1 I
* . . e . . .
l (1 *. t i s1 O O
--N e4 .(
n e. 4. e,c.c.C.e.c.c.c'S.nn r. O 1 i OOOOOC'OOOJrOOOO I t
4, Li -
> (* 1 df C. ?, l 9-
**J T.
.a;-
u-s Ws
)
s k1J C.D C Ml . 1
>=
4 e ' O.
'T e
E 9 L H A W1 M . s DC (3 0 .J uJ a e <>
- O O O O O O O O O O O O O O O O O > 0 0 O O O O O O O O O O M 'D C O T C O tt rf 4 O O 4 C O O O O C O O >- *T 2 O O O O O O O O O O O O O O O O O O O O O O 0 0 O O O O O O O O A O N 6 O N b O N O tr
- N ** O 0 6 O
*t O u J **
>- I w O* O
- O. O* O* O* O = O O *O *O *O *O *O *O *O =O *O*O*O*O*O*O*O*O*O*O*OaO O. - ** **
- re
* * * *CN M.= M *M **M*+7
- v* v*0 *4 u;
*
- O *O .A Q 7
0
>= 02
*t t O w .O a 0 I >- . o O O O O O O O O O O O O O *) OOOOOOOOOOOOOOe OC40049rNMCO:D *t O O e .- O ==
.J <>- O O C O O O O O O O O O O O O O O O O O O O O O O O O O O 5 5 to r O O O O O O O O O O +- ** ** rd ed e C4 w>w O. O. O O O O. O. O. O. O. O. O. o. O. O. O. O. O. O. O. O. O. O. O. O. O O. O O. M M M. M. M M m r1 c3 *. v. v. v O w w .J. W.2 OOOOOOOOO@OOOOOOOOOOO
, H 11 W I Z i O O Ld y p O .7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . .
".* O O cv O ed O a0N O O O FOfl c1 O O OAe-4O e O 04 OOM MO O*/C4 4 *TN'. %*
a t oc3 e e N r- V rs O O N C O 6 O O N O et c.- OAe MM e N O rd O M M M - M O O un *f ( d M 0 m l ** e M b cr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . .. . . . . . . . . . . . . . . . . D O -N ** O *O-wa** +-* eM*- v 0 0 0 5 CeOe e M V 0 C b :D O*O* e * -t )* v* 4- *- O5- -- .M-O6Oe
*:. M*0- S = ~O */ Oe-*-5 C) O*-N*-M- A == O ec O *- - * * * - --
I O C4 >. . . . . . . . .
.f . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O e- O . eeewe -e *e=e - += ** ** N h Ne Ne N.-f ee eN .N.. M.e .M. M. e- M M M .M.e M - eMe*? 4 e.** .v. *,?. eO.O. . A. 4 LS O C." O e- e e , e e . O O. efJ.eOeMe Oe ON Oc4O O ! I as s
.J M . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
w O d O O O O d- On O O O O O O O O O O O O O O O O O O O O O O O O O O O Cs O O O O O O O O O O O O O O O A M w .T ' - ' ' - "' " '~' '
'^"r,r:N* -
-_m, , ,-y ., ----v---
.- _ - _ . _ - _ _ - _ . .=_ . _ . _ _ _ _ - ._, . - - . _ . ~ . .. . _.
. se e,
> 2; a u. b8
- s* _w 2-d z.
] . .g y ')
H
.s--w r LJ.J J
C C 5:C CO f 1 j i j 4 I i i A e f I i 1
. t 3
,/
'I . I
- 4 a
i N e CO *7 N NO.r~ C: DDt :D sn C NCu C3h:D& 0DNDNNf Q. D. D. D. D. D. D. D. D. D. D. D. b. o. ) N oc m cv e -e-- D - e - O.r-u.i
. - D- or-- esrgn I
i v. tt. *. *f. *t. V. 4. *?. 7. .i. *f. *f. **. v. . Cn O O O O O C. C D C10 C O O I I I O cs N o o o o o o u o o o o ONn n n n n I OCOCCCCQQOMQcc
.- e e e ,.
l } e * (5 C4 h M l l C4 C. N ce r4 r, r'? *? D ND cecececi
. tore 'O O t- Q l
h % h to 8 tr *
# bhhhh
\, -
~rm
l l
. n-b 7f1 Q sJ I
'" 2y1 ti i
J b, -) i
. 4. 3 b
- 34 l
We W i U C'
':C l
)
e De 4 O.
't
- 9 t
e
>=
4 f'
- o. .
S 3'C r-O AWa e et > . O OO OO OO OOOOOOOOOOOOOOOOOOOOOOO OO OO OOOO OO OOOO OO OO OOOOOOOOOOOOOOOO7stOONNnC4 t- O N c) O0 n0 N Ce O C4 vce04cv7 C#
** 2)*Ier r, ?OC4 P-C1 > < ~J Ouw 9- e *
- e C
=(
D'* I w O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O O. . .O. . O.
. . O. . O. C' O.MO.M. O. h. n. M. M.
l l l 2 O w b O2 et *( O O u . 4 -- O O O O O O O O O O O O O O C O O O O O O O O O O O O O O O '* /, 3 t- N A O O cd .? m o O c 0 0 C e O 1> . O O te O O O O 3 O O O (' O O O O O O O O O O O O O O O O O O f *- N N CO O O O O O C DoOOOOe ee o.- J .f M y>m O O O. O. O. O. O. O. O. O O. O O O. O O. O C ' O O O. O O. O. O. O. O. O. O, O. N. N. 04. !.s S ( 4 C C . N. C.. c. r.4 m. n. O. M. M. P1 M. n. O -J
- 1 w w 4 .4 ClC)O O O O O O O O C)O O O O O O O O O H
- CL U
.t 2
O w Li hJ w w . . . . . . . . . . . . . . . . . . - . . . . O *') 4 (4 v i; O O W-W w 4 O O Q 00N O O O QOM M O OO.9 c. o. dNMO O O o o e7 .I T o' Nv .- t- t- V O N6eO ON O.* O Oat toc)O(1O Oe-OE eO C4 o 'JnND(9mO - m o (1 o
.J M w
b d gg . . . . . . . . . . . . . . . . . . . . . D. e O O N,. C7 .-Oe *e* eM.-.Te4e0 .C. t' C' Oeee t.'.3 *--e0 0 != (D Ch O.- e .M.e .T C.. O. t-e ee C1ee *f !.1 t= 0 eee c1e 0 t- O e .-'t.-Q t= C; .O N. f'10 0 ea i - . e e O ga > . . . . . .
# .T .-Q.-.-e e e e ee ("",
. O e e e e e e N N re NeNetveCN ee e eCt-C1e e!7 M M- .M. .M. ,M
- eO .. '?
- e4e 'T .'t 17 Le -.,1 e .
O e OO eT e.- QOO e .O. e O eO eC1(4O cs O w .*C.
.J .'* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
w O C) C C' O O C5 D C Ge O C1 O O O 'h C O. O Ci O L. O O % Os O O Ji 0 Ci O O O O C O C) C,C1 O O o :.n C1C C O O O (* EL M _ --- w.r-' m ~ ~~ r. s r
,1 ! ,,t, : i ' l ,
s
. a A u_. . O, 2
Nw. f r i r. a., 1 H , 3 D U V S
}\ s 1 4 w' ;
e
- 0OC0D02C0980Oc 9k40P04496t*9Ge
. CCCCCCCCCCCCCC . G00G0GOOGCO6Gc O06 O0O! L CL C0Co CC0C0CCCCCCCCC. G' 6 6' G' C' G' 6' G G' 6 6 6 G' c O G 2' C O O' O O'O" O O' C O 0 _. C5C C C C C _ G 9' O 0 O 9 E'
? 9' G 9' D 9 C n
, 6 6 ; L L L _.. ,.- * * ~ * * * * * * ' 9' s 4" C-
& t 4C1C ** t C5 JC4J04?c . 0ctC:
m.
~ * * * - * * - -
6 6' 6' G' 6 G G 6' 5 G G 6 G' c
, !, "lIt,llI; : rrl,tl!1ht , ,;!rf f I :i .i,
, 0m-
, . . _ . na.- -- .u - --. , _ . - -
. n.
> l! d QW ,
me WI 2 O4 5i
~s. *
. Uw b,
e L* J i CD C J c:7 M e
>=
w W C.4 8 .
>=
>=
- W .
O. , T. m 3C c) O >W^ O O O O O O O O O O C' O O O O O O O O O O O O O O O O O O O O O O Q v V N v O N CD N .? O O O N ed O O a4 *t > O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M N C4 W M O tt A O O f4 N O O O O V V to 6 <Z OW- O.O. O. O.O. O. O. O. O. O. O O. O. O O. O. O O. O. O. O. O.O. D O. O. O. O. O. O. O. O. O. O. O. O. . N. N.ce.cv. N. M. v. v.". O. O O. O. P- I V I l i O
~
OM H.( <O , O w **
- O O O O O O O O O O O O O O O O O o O O O O O O O O O O 3 O O M O O D 0 7 0 *1 ? t- V D M n M O O .". O O ll~ M . O O O O O O O O O O O O O O O O O O O O O O O O C- O O O O O O e .+ - .- - N M M M M M C *T O O O O O O l
1 ~J yr <y w" O O O 0 0 0 O. O 0 0 C O L) O O. O, O 3 O. O O. O O O. 0 0. O O Oe O O D. O. C. O. O. O. O. D. D. O. Q. O. O. O. O. O. D. O. O l 0 JWv O O O O O O O O O O O O O O O O O O C1 kJ >..J f ba It W 4 Z O O W w e- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. O D O O O d 'O O O O O M O O d O O O L*, "). O O Ce N .. moo Z Ne OMN OM 0-* MMM v v v. .u?r. -? 5- 5 *f O cd(#O-NWO. O N4 O OMM O O L*? e NO (4 O *fMO N MM eW M t W w I
"J y
, a gr . . . . . . . . . . - ..- . . . . . . - . . . . . . . I, 3 O(4O O - o - --. ..M d d 0 t- O O-. .- M
---- --- V O O S O O O - M O--O t- - M of Q t- O e--t9.-O- -t- O 7 O. t- O O
------ ----N- M 0 0 0 1
1 b . N >- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.t Q - .-.- - - e - . . . . . . . . . . . . . . . oO O
. O . - - . - . - - - P.(d.r.irdO.Nr.N.NN
- . - - eew =* --. .- m.n M Mr nr*c -- <.??.!.O e .* .- O Od.0 e e e OO.eO e eO e O O..-eO O O -e O.-e C f Cs
. M I
u s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . j .J 7 OOOOOOOOOC G. O O C" Ci O O Q O O C O Cr O C' *t O O C1 C A G O O O O O O O O O O O O O O O O O O F *. () i k U l i I L. -- -- -- - - - - - -
_ .m.m_.__ _.. . - _ . _ _m.~ _ _ _ ._ . _ . . . . . . . _ . ~ _ . .-. mm . _ .-_ _ _ _ _ _ - m.. . - . . ., m i ! 2 4
. Da -
> eg Y Q a; .
, r; ,1 i h 2 i D .6 4 )
d EJ2,...er, e s % j =s s-4 LU . C i l
<C M
1
- i i
q f a E I J t } t I i } , e ,. d 1 i e 4 i l i
+
r I i . . i 4 1 3 J a a o 1 i l i
- 1 1 4 i
O CD N N 't N O N CD (** V 't d C1 NNOOOne Cm O Q O 0 0 f t Oe O. ST. V. O. V. @. . 'T T. b'.1 .W. %* O. b b b *f *? O O O ef (4 n e A - S , O b D O O *? da C :. h .,*s D Ga '.1 sh. Q. Q. Q. 2 0. w^.s O. O D. L10. Q. A. . .; C# O Ci O CP Q O O Cs G Os C' C' O A . O OOt Ne C9 O O O O !\ O n O O O O a O M M O 4
.}
60 0 C O t^ O C'r to C; O J~, rc CJ O j .- - e - i ja 4
- - N N m M -? v", O .$ .% CO j N (4 f 6 h C. H G n'? ie O ci n te cd (a i .
i j . . . . . . . . . . . . . . O O O O O G O C. GP ? Q O O Cl a 1 .
+
,_v- n, . , . , . _ , . , , - - . .----------~~-~--.v,wm-e..-~.~~--~~~ ~ ~'* ~ '"~'* *'~ ~ ~ ~'- ~ ' " ~ ' " ' r...* * ' ' ' '
- e
* =.-
W z LJ. l C. L f% (.a 4 i t t 1 t t H CL
% e. J n
- b. > .
U *< Z W W ** O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O *r O v O v v f i N ed O r. C *e i P. O "!* OOOOOOO OOOOC D O O O O O O O O O O O O O O O O O O O C N T4 N O O O O A O A .- c.
- r* O ** 7 1
A O. O. O. O. O. P. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O.T.O.
. C.e . O.r.eO.O.O.
- c. To. O.*T.O.
V. T. O.v. T. '7. l a 22
** O .
a **
< =+ a
* * -
- o O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 - ed O v c O O - O $ v Z '* O O O
~ b i < *
- OOOOOOOOOOOOOOOOOOOOOOOOOOOOO OOOO OOOO- c. re ce cd .~. P M v .* v
.J > %
O. sww O. O. O. O. 0 0 0. O. O. O. e O. O C.0. O. O. O. O. O. O. O. O.C. O O. O O. O. O.. .O.. .O.. O. . 7. *7.0. 0 4 4 4 0 4 A WJ
- gggggggggn=ggggggg b D. W !
E 6 X
*=
0
. .J U m
< .t > . O O O O O D O O O O O OO OOOOOOOOOOOO OO OO OO OO Oo O oOoOOOOOOOOO3 O OO OO OO OOOOOOOOOO N**'S6 NONO**ofOSOrs"OO**O****O**ON O ** O N v O ><Z O*O.
O W =- O O. O. O O O O O O O O O O O O O O O O O. O* *O*O= O * *O O O* O
- O O. O *O*O.* O
- O O *- f*e*ce* 04 * *n **e*M. V
- e. % w * * *
- I i
O I ** . .
. ** O2 '
e O < O. u- - O %- 0OonOOOOoOOOOOOOOOOOOOOOOOOOOOOOOOv0 S O "" S 'T O N 04 - N O L3 N
.J W>
<*=
t. OOOOOOOOC00OOOaOOOO OOOOOC 0 0 Oc00CNONN"*OO-OOOOO-.----- O O. O O C.' O O. O O O. O O O O O. O O O O O. O O. O O. O. O O O O O O O v " V ? *t v '.* *.* ** v O @ d d :f. A ;". O .a w w . . . . . . . . W ** J C1 Cs O O D O Ce O O O- O O O O O O O O. . D. re. W *
- +7 3
.O.
@ N g w >. . . . . . . . . . . . . . . . . .. . . . . .
] O O . . . . . . . . . . . . . . . . . . . . . . . . . . W
** O O O- O O i.*4O C e Oce O O b ln.'iO OO0 0*+ 0 0 Ce L"r nOnO Ov*TTANe
- r. N *r O ** b ** O NN.'f. re0-O O re O ".0 Gn C O O O CeO N O O O n - O O O v to O O r3 -
f
.J we
*i
! C.
- c. . . . . . . . . . . . . . . . . . . . . . . . . . .
D . . . . . . . i g D .N. OO... . .m**O.a.ONOO.
. . - -T.aOt-OOO.
e - . - . - . .nv.aON..M.v050-nd50etONOONnAC..
- .- . - - -e - e ---
n y . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.t n - C .. . - -+.----. - - t.e e , r , -c.:. N - N -- S N -O.** M. n n. n n- .m
--. n v.
-. . . +7. i .e e;. -
A 0 . A a O O
------ .O. e.O -. O
. O O. c. O O O o,
---r,g w . . . . . . . . . . . . . . . . .
.J .* OCOOOOOOO Ci O O O n O Ja C 7. C. @ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
e O O O C O O O 7 O Oi O O O O C ;; O O O O O O O O O O O O O Ca C. O Q. *: a
- - - - - - - - . - -- , - - , - - , _ . - - ,, - .- . - , . _ - - , . ,n-. . - - -- , - - . , . ,
W D a-
~ '
l s. W
!' Q.
/
z-
. . s-'
4 i t L
+
e 1' N w? N T C O N N O rd = v O O O O /10 : COr.%AOO - 4 I Ts 0. 1. O. V. V. 7 7. v. A. 'Te O. V. Oe e
. e O==0-OOOOOAO=0N p v v v v n n e 'T n '? n 't M *?
! Q. D A C. l. B. O D. D. Q. Q. b. D. Qe c=cocce==cm==c - -
-=e J
e t V N O O 'T N et T C " '? O O O O L*4 *? ' V C O O f4 e O C *?
- f*
a O. O. O. O. O. V. 0 0.'a. O.Q d d 4e n e tw. C n n rm -~- t~ v n.. N ts- D
- . - - n. C D A. O .h .O0A.
. . . . . 3. {. A D. 6 .
. CiO O $ OOOOOOOOOO
- i O C rs O O O C O O O O O O O
. M 01 O O O M O CC e O C % W e 3O e O 'i e Q d. O 03
%; * == t 4. ".S.""'T n.e. ,.'T. o. ea 0
- c. CON 7 N n c. c.< . n c. a
.e j . . . . . . . . . . . . . .
O C1 O ""; O C' O O O O O O C' O W
;-- .-, , . . - - , - , , , - . - , , . , - , - . - - - - - , . - . - . - - - - - - - , - - . - . - - - , - - . . - . . , .t. - - . - . . - . , ,.
4
* . n, b%
C3 M i.-
*-- 2 M
b.
/.
.U. .
b e s .n. L*.3 C.D Uo* V) I h t k A
. W '
O.- 3 I F I I t . 4
/
k
! A I . ui.
C1 ' e
+- JW^
*C .f > O O OOOOf)O O O O O O O O C' O O O O O O O O O O O O O O O O O O O O O O O '? O CO *r CO O O O N O N N O O '?
Vi O O O O O O O O O O O O O u O O O O O O O O O O O O O O O O O N Q O 'T O *- 2 O N O .* O N O O
*- =t Oy .2 l
I F- I a a O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O O. O. O. O. O. . .O.
. O. O. O. O.
. . O. O. O.O. e e Z
l.
.O.
b
.( .b i
O L<O.-.- O O O O O O O O O O O O O O O O O O O O o O O O O O O O O O O O O O es<7 N e e C O 'O O M l O
.J 1 *- .
*t
- OOOOoOOOOOOUG OOOOvOOOOrJOOOaoOOOOOOvaf*7OtnaOOOrdOMQN*t r- N OMC3 w>w O O O O. O O. O. O O. O O O O J. Q O v O O. O. O O O O O O O O. O O O. O. O. O. M M. M.t>t'.3 m. M. M . . . M. MM.M M. M
'*'M.
C JW-u m .J OOCiOOOOOOOOOOOOO
>- il W
.T I
Z l .O. o u La. v . . . . . . . . . . . . . . . . . . . . . . . . . O D . . . . . . . . . . . . . . . . . . . . . 2 O O C4 OO e C.OOA O (1O O0N .* O O uC 0.- .0 4( n6 ro3 C1 O O r. e.- 5 *r r. d .* O NOgO.-NQ O- O N Y ir4'T i.6 i e e O OO C) M O O **O Cd O N O M M M e MCO LJ V fe M 4 O
.J4 d k
Cr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 O N O O -
- M v 0 0 W N d O .
(1 - - - ,-e e e e- M..r O O b O O O
. . , - . - - - . , f,*;'7 O.e C b -e, M - - '7 0. 6 0 .-e M e -A 6 .O .V L.O t O O
- - - N M O :3 A
- - e e e
.o (s ). . . . . . . .
. N.N . . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O
.t O O- *e.* .- . e e- .-- -e* e.- r.., r e ( . f . ri C. "'s *, M. e
- - .. - - - e -. - - e <- t 9 M Me-M-Me ve-7.-7 .+7. 'I to--
---. O O. - e0.# -. D % C. O O. O O e e O .O. ..OgO, cOs 4
T. LJ >- . . . . . . . . . . . . . . . . . . . . . . d Z O CJ O O O OC*.O O 7 7.O CC . O 7. O O cs C1 ;*. L . . . . . . . . . . . . . . . . . . . . . . . . . . .
** it J. O C. O Q O O O J. O O J. O O O O O O Cn O ci O O O O O O b N
1
. 0 4
> ". '1 "
p u:3 u-u s .s< 0b M Y. 7. . 1 g? y3' h
. m L5J C i U '
, <C M I t J 1 1 4 J 4 1 I a s . i. J l 1 . I . i 1 O OC4O O O<?DtoO Q*?ttO e C: C) *- e N O O C N ~ *? *T *
- O. *I. v. I/.) O. v. 0. St. V. *1. O. *T. v. O.
i i i ls O N M in A t. 4 o - t- O C'. Ce t.1 r C) 'D :D TJ to 5 00 W O cs O b= N O M. M. M. M. M. M.M. M. M. M. N . M. M. M. . O c)O ClO O O O O CiO C1CiO 3 i 4 O O (4 0 O O O O O O O O O O M C# O r) M 03 M C $- CQ t.o. :3 O. ' CO.. O .O. Ca t.3. O C3,
- r a ce M M tr *f O O to O t - r3 rd ts ce c4 cs N <t ce c4 re tv u C4 tv C1 Cs O 01 @ O O Cs Cs C) O Cs O O p
W -
D-MC1 Q:8<
., .8 e%
" 3 Z_ .i C
M 2 a . . c .' H. e s I W
' C
^ C
<C co
)
i 9 8 14. .I N. O. w a
>=
W
. O 3
M N.
.C
.J W =
*C > .
0000ooOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOt O N c) O O 02 v c o o O O 1 0 , O O 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C4 0 5 O r4 .;C rN O t- O O O n Ow- aC .Z. O. O* O * *O*O* O O. O. O. O. O. O
- O*O* O O. O. O O. O. O. O. O. O. O. O.O. O. O. O. O.O. O. * *O.O O O. O. O. .O. ** e *.O. * *t . N f7 M.. M. c)
M 7. w I Z l 0 w b- OZ
*t *t O O wwa .* ObNNO I
O
-J ll' >. *
=
O O O O O O O O O O O O O O O O O O O O O OOOOOO&OcOOOe OOOOOOOOOOOOOOOOOOOOOOOOOOOOC O O O O O O O.O O O O O O rece.1 b O - S.e5GWhWMMM e W '0 b=u. O O. O. O Q . O. O. O. O O. O O O. O O O O. O. O. O O. O. O. O. O. O. O. O. O. O O 's O.O. O. r. .t-. 6. t- N t. 5 6. .b.. b t- 6 5 6 5* WWw O C> 0 C) O C) O O O C1 O O O O O O w nJ
>- C. W *
*C Z
O m N N LJ >- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 O *J N O O N O O O O O O N O f'. *a M - Pa o O g W .Z OOO (t C1 e OOO 10O C1D DOM(1 O OOe*O O O Of4 d'lMOc)O OVNetN VerO*d C..7e 5 6 er O Ci N O.- it. e O CO r) e (d v Ci G O C1
.2 ".
e4 O ct . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D O O N.. Oe Oe *e.- M "?.-O. Oe eO 5 C:) O. . - +. M.e.7 e .g) O. 6 Q O eO e r? 9 0,. e0 5 . e- .M *e2 U t- 3 +-.-MeeO N Oe.+7. 0 b 3 Oe Ne (*! O.. C3 e0
.- e w -
Z , O j (q > . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . af ** O (*, M m (*,
$ e Q e .- e ee-.--
e e e eee ee ,- N e04 Ne ts N te c.e e- e .*e 04 . m e .- MeMe t.* e e e . e n. v .v. .v. * ; O .-e.t Oe O.. Oe, N O.*e?J *.Je "-ee0 e S D O e-O y,O q.O I O l L' sq T ' o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
+J Z
** O O CO O O O O O O C' C16 01 O O O 71 C) O O O 7. O O (N O O O O C. O O D D !* O O. U Cs O C. O C1 C O C. O D O O O
& *i
- f ,.
m ,-, ------..a-.--- r- _ . _ - - . . . ,-- v. , , m.,- . ,,m, , , _ _ - , - _ , . , .-,.yw , - w,__, _.,y _. p - - - ,e ey.er , - - - + - - m
4 L -t
> me*i; J'
Q_u.
~
2 D M 5(: 2
# 9b H
Di f t.u i 4 O C 1 <:" l M f 12 6 1 1 -
\ o I e s
t t s. 1 (D e o o er 0 :3 O O *? et c o o tt v o M N 9 v v n N N 'T n n
- n. ne ne n e t':. n n. n. n. n e e en n.ti. ne e
f
*
- N O c) o-*ODaeoO nCSnnNnMnnNNMnn
' 6 6 e6 6. t . .% b. t- N. b. t . r. t . t-i 1 C) C10 O Ca t T O O D C. O O O 4 o= t e , e . e . e . . . . . . . . O O N O O C' O O O O O O O O I' n t% n n t') n n e f e . e e . . . . . . e e . CD .O. COc C O. C. Q. C. C "D r C) -C C CJ I
- e . . . e
[ ** (e b n. . . eW .ebeh.I,b
- e b n N" (T <
- O N N" C e te (* O C1 N N C s
. . e . . . . . . e . ...
8 3b I hI h5 ).- wb hh 8 1 PC'fP' C
- s -- - - . . .
A Q QU _. a 8* fl eeJ b. a. 3 , . .- U fa 1 f' C LLJ C cn t t e H A O. M N e H *
/,' '
O. , 4 e 9 34 4 J taJ e. O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C N ed O O et O O O M O t? O N.t . et a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M N N N C. *f ~.7 *? Q O O O O L1 >- .>T7 O W .-.
>= Z w O* O O O u. O O. O.* O O.* *O O O
- O O.
- O *O* O
- O O O.* O. O O.O * * *O
- O O O O. *
- O.* O O* O*
- O.* O* *O*O* O
- O* *- O e C4 M *
- M V. V M 7
l
.O, t W 07
=( ** O U W*** OC M fL ? M M e M O
.J I e- .
*f t .
OOOO OO OO OO OO OOo O OO '2 OsrOOQ OOOO OO OO OO OO OOo O OO OO OO OO OOOOOOOOOOOOOOOOOOOOOff -Ge O. *e O e b Ne M M M ** *? *t ** w > s. O. O Q O. O. O. O. O D. > 0 0 O. O. O. O O. O O. O. O. O. O O. O. O. O. O O. O. O. O. O. O C 0 0 0. Q.. .J.. G. C. J. Q. G . t O .a La w O Ca C) OC.000COODOO. w .4 L.i
> LL w at
-o i # U
,i "A r LJ u e . . . . . . . . - . . . . . . . . . . . . . . O :1 O O C. O d O O O O .: M C O O O O.00 O O O NreerO*rbt 'I O N Of4O O N O O O O O O h O M O M e moo ' Z
- OOn WM Oe e NMM V V *J O C # e f4eOe O (7 M == Cs VNMO g.) w M J *d
' u A rf . . . . . . . . . . . D
= * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
O O (4 e O *O. e.e e ee *M **.1e- Oe O e O t. O e- O e.e M
- v. eVe O e- O b O O ,O - ee e fi. e, J O. eC 5 v. o. M-e.** O N O .e. M
- . - O.
, f. Oe *."
e vO. b C3 O ee t.e e. MOOO e I I M > . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . t of eOe e. e C l . O e .. e e ee..-
*- .= .-..e. e - ,f4. - .N .- f*f
- eN. N. fi N-(t .-M Me(1 e M
- eM MM e..e e .M. M et. (* .t. *er .J O. eO O O
- e .O , eM. C2 C. e".e O eO. .M. .O. O.-.?c4Og4O
! O , I Z Z u s
** . . d'*'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
C.' d J. (s Ca Qi C :. u 04 C. O O Ca G4 C2 O O Q O M C1 Cl O C5 Oi 7 C. C Ce ? O O O C. C O O O C) O) Os GiOOOOOOOO (L *i
- I I
l
-- %,y - - - - . ,%- .,.--c . --ey. y, ,% ,,,,e.,. e,., , - . , , . - - . ,,.2- .mc,7,
,.,----.v,,,
, - . - - - - -m , -+c
- .. 2___-- _ . - .-- . - - - - , . _ - - . - . . ~ . . . _ - _ - _ .. - - . _ _. - _.
d
. LJ
- M aeC I,,g) s l 21 "b[ Z-1 4
. 9 'E l-
-~.
r-L2J
! C.D Z >
<~
la F i 4 I > f , e s e r 4 i i i } i l 1 j e 3 i i O .? O o O N O O 3 i O c} q r4
.' f* C3 V O O ~ Os O r N O et c4 M V. M. M. M. V. M. M. M. M. M. M. M. M. 't.
e e M O (9 a.9 M O O O rs M c ul V V M "I *t f9 .? M M C1 et M M T C O. C. @. Q. 0 0. C. 'O. Q. * . Q. T. Q. Q. . , O O O C4 O O O O G O O Ci O O OCif.OOOOOOOOOOO Mhf3 M M M () i P
. . . . . . . . . . . . . g CDs-C Q eO. O eO EDe d O eO O C) C e
e e (6 r,r4C4NN M M tr.? t1C4TN O O O C1 h (1.~e(4 ON D N (t C' (*> 0 0 0 0 C) O C1 ;i pOOc
. i l
m.-._-_., .,_ , . _ _ _ __ _,- . _ _ . - _ , - . _ _ . _ . _ . - . _ ._;._._.-._,,_...__... . . . - . _ . , , _ _ _ . , _ - . _ r.r er d i
r Ll a Cu EJ
% g
~ 2 0 oui
-J a.
. .q 6 33 U
b
~
M f L LJ C.*) C.C E.g M l v I i 6 W 0 . = f1 N e
>=
- L 6
N. O. O. v 8 X O (4 .J t.J ^ et et . O OO OO OO O LOoOOOOOOOOOOOOOOOOOOO OO OO OO OO OO OO OO OO OOOO CJOOOOOOOOOOOOO OO OOOO OO OO OOOO OO W rer0 O f3NOOt=NC4 O O,O OeN O c3 th * .>f Z OW.. O. O. O. O. O. O. O. O O O O O. O. O O. O. O O. O O O. O. O. O. O. O. O O. O. O. O. O. O. O. O. O. O. O. O. O. *. ***
>- Iw 2
O w F. *2
.( O.t O O W .* m O IN O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C. f 4 N *) e N b I'1 b P4 *J w J *1 w O O O O O D O O C O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N N '9 M M v .") 0 J 3 A O O
t.J > u. J Ww O. O. O O. O. O O. U. O. O. O O. O. G.O. O O. O. D O. O O. O O. O O O O O O. O O O. O. O O O. O. O. O.0: O.1 O . - . . LJ m. .h CD C3 3 CJ O O O C C3 O CD Cl", CJ w CL 4.J
.t 7
0
, b j EM LJ ; w O
w D O O O d 0 O O O Tan O O 0 0 o m o O')
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' o*) OOO Z (4 - u e t.) C4 0 C7 0w e (4 t1 O O V
.Ed *. C4V NV *F O C4F *I b. b *2 ONeae N O N O OO f. OE1OC1O O- O (t6 N O m.7(4 O O r)
J *i 4 41 tr . . . . . . . . . 3 . . . . . . . . . . . 1 in O 0 f4
- e. O O e , ..
. .* t'.i V J1 :n
- - -e 1.f 6 7Je O . . .M.-*- L"> b O O O.
r-) .7 L:1 O b
. - - e w w .*eM 4 o w t O - m. - 0 c. O c.?. O b O O C.4 m e eA O $.-
I C4 gn > . . . . . e e . . . . . . . . . . . . . . . . . . . . . . . . e . . . . . . . . . .
.( e . .
O
. O PJ 4
e
- r. , N N N. N. .(4 r.e. t..a N.
-.-e . e f*> **. n m M M e 1 r* ?
---ee - e . .; V " .; -G- c n---e-
,.?. e e .* O C "- C a O O O O. O. O..
- .--- c (O4 C gg
/
'2*
u . . . . . . . . . . . . . . . . . . . . .
.J H
A Z U Q C. C O C' 7 O O O O O i.:t C O Ch & Ua O O O C - O O D C* O O D 0 O D O O O m m O C% . . . . . . . . . . . . . . . . . . C D Q O. .D. .u*.. O. .O .O.t e O k
..-. . = _ __- . - _ . -- _ .- . - _ . . __ .- -. .-. . .. . . _ = .__
. Dr
> C 'l u
a.,. u < -;
"- 21
' D Bi
- " i' ,.
s tj I ,- c. LAJ l C.D IC
'.. <C o to e-4 1
9 t
- k i
J I + i . g s . J Il 1 i O M N O c) e N O (4 O 4 O C er j- an Q M N O O C' C e M O D N O O
- v. v. v. v. v. m. e. n. er. 4. v v. m. o.
O .- CJ t- e c m N c3 c o t- O et C Q Q D O O 3 A .,~ Zs C A D O
@e O.n S. O. @. O. O. &. O. O. O. O. O. O. .
C C C D O Q Q C *a O C O C Q OONOOooooooooO O fe M O M M M e ,- e 0bYh.YYY& e e e
. . 4 S S . e e . e S . . .
e - N N t1 M *T *: QCOQNO N N N N N N N to re fe 4e fs N tt i i e e e e a e e a . . . e e e (4 h QD@h@hh@OOhhh p . 7 ..
- m. +b
-----.m . . _ - , , . . y --r, --. , , - - - , , ,-r- ,. , - - ,____,v.- , . _ . __
,,y.. ,,,-,-,. ,.-- -,.. _,.r.__... .. -. __p -e py.p_,-
C_
* .e.
e. m e . b
-v_
a L C C c
- V 4
e b L w =Wm
. O <2. 0000000000000000c000000000000000 OOOOOOOOenvOncoer-
- WW" 0000000000000000000000000000000 COOOOOOOor.e ?. 0 7 5 0 7 ? P M JI" 000000000000000000000000000000 U M C. O. O. O. O. O. O. O. O.O. O. O. Q.e.e. re. n. O. M. C A
- E J2
- wo H <"".
00000000000C0C 00000000000000000000000000C005"*S-N! 6 14* OOOOOOOOOOOCO* C00000003330300000000000050h000 00*O0 O J>w 0 0 0 0 0 0 0 0 0 0 0 0 0. J. O. 0 0 0 0 0 0 e0 0 0 0 0 0 0 0 0 0 0 O. O. O. O. O. O. O. d. @. A. 0 0. C. J. O O O. L . .
. v Juw OOOOOOOOOQt
- WJ I. e e e eee e e e e .
b MW 3 e K O re JWe 00000000000000000000000000000000 O O O O O O O O T O O T O r r4 0 0 '.
.< <> . 0000000000000000C0C000000000000000000000N700-0NreO:
l W w .1 2 0000000000000000000000000000000 l , Cum *
- C.O. O O. O.O
* *
- O O.O. O.O.O.O.fe.r M.y . n.c I MZW l l l ?
O - w
>- OZ .y
< < O U w-- 00000000000000000000000000000000 O O O O O O O 0 4 f4 0 M et O b e O!
O Cw . 0000000000 000000000 0C0000000 OOOOOO OODOC#7aaOSOOTO-4 <w 00000000000000000000000000000000 yyw O O. O O. O. O. o.. n. .n. M . M m m. n. . a. m
. n .
O Jww 0000000000' a ~J w GU O w O N w w . . . . . . . . . . . . . . . . . . . . . . . . . . .......................
, O D OOOOOOOOO 7000300ACOONNv 045640 re O N o o r4 0 0 0 0 0 0 7. o n e n e e nOc W
Z w 04 e ooh OO 0e ** fe M n v V y 0 et e et e 0 .- 0 M .7 ed v ce n c - J 2 b e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D ONOO=e nvAc.Obcoe nvoOSOOOe n*foChe F f 0 6 0 - M 0 6 0 " 3 6 0 0 0,m 0 0 O e e m e n e e e e e e e e e e ee e e e e e e e n e e e e e e w e e m 4 m > . . . . . . . . . . . . . 4 . . ....
. . . . . . . . . F ;*1
- 5 *
- e.
4 n m. r: n.- .-
.' *7Oy:o.
; . O eO-e e ee*
- e ee ee ee ee ne ese rf -e .*
- r. *d e .-to t.ver -e .- .-e e .*.-*.-e! ** " *7w *A J I. O A .*- e* e e -- -e e . .. e e ce .
%) O v.
y I- . . . . . . . . . . . . . . . . . . . . . . . . . . .......................
.2 DOOOOC%006OOOO.D7,C.OOODD:DDCOOOOOO7C. OOC 37: O O p*. p : O p :. n .
a O A k Y
W i . e h
- q ..
t b.. s. LJ I e i
- C.
be C C/ I ~ l - 6 , t I I l I f
'l ia 6 .
=
l 87 O Tr @ v O O O N OcdO W ' ' O O** O m O C 7 V m'T 5 0 3
- I
, M. V. T. M. M. O. O. O. O. T. O. M. M. O.
I e / i . . . l t t
,4 t
! r~ O N h10 C O S 5 5 'r P- O C O
- e / --e e 3-O3O-000-4 C. C C O. O. O. O. O. C. @. Q Q. O C.
O *
.f .O..O. .O . -O.--O -..C.
. O O O O O O. e..O. ,
6 m . l . I 1 1 O O N f4 0 4 4 cv O 5 6 :=r c=OJ Oc O n O O OOnOer 4 9, T. M. M. n. n. a. m. n. n. n. a. m. n. v. . t - O 5 5 O n T t* t. e O O .r M I Ci OCCCC2OOOO3O e O M r7 n. n. n. "1.". N n. M. N O. C1
+
I OOOOOCiOOPOOOOC
.l I . . . . . . . . . . . . . .
OONOOOOOOOOOOO M C1 M O O O M e t C Oe O Oe Q C R C J J = c to C3 e e e e I t. i ..e t e t, m 'o < : * ;, a .* D r. o
- 8
\ (1 f 4 Ce C a P. C. Ti r. C e 61 ($ (e C( 14 I
1 . . . . . . . . . . . . . . . t o c c. c c. e, c, 0 0 :> 0 0 c, 0 n
. - - ~ . ~ . . . - . ~ . . - . - ~ . - ~. n- ..n- -.n. -,-au_s--=-.u.
i . - . . , - - _ . - - - - - - . l J e i
- O>
1 I b7*
- Q 68 We N 2 j :
M 2
~. uV j
b 1 t . l i LJ.J 4,
#O I
1 C 4 c.C 0 U 2 .k. i i ( e 1 i }
)
l 1 i I' i 1 i 6 1
- I, 7
g l"
> [
l 4 [ j . . , o. l M i - Ci f 5 i I e l -
*f H
1 A ' 1
@ ?
M . i j-8 [ ' x L 1 !, b et .J W ^ 3 aC .C > . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N O O O O O ft i to 9 .C 1* O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O D O O O O O C3 'i M e 5 C4 e OO g O t.; .4 ~
- p. Iv O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. . . . O. O. . O. . .O.. O . O. . .O.O.O*e. OO. O e.
O N. O fi. O V.O 4O4O4 O i O , w H O2 4 < O O L J *. m Q e IH
<w e OOOOOO6OOOCOOOOOOOOOOOOOOOOOOOOOOOOOOOOOCMNoOe M e c3 O 00000O00000000OO000OOOC00OOO00O00oO00000oe oOe N *7 V C 2 O uJ > w.
O us J taJ w O. O. O. O. O. O. O O. O O O. O. O. O. O 0 0 0 O O O. O O. O. O.. O. . . . . . . .O. . .0 0 0 O 0 0 . . .0 O n O 0 0 0 w .J o O o ca o c) o@oO
> Ch bd t
.(
- 2 O I
. m LO $$J g,J w O 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s . . .
w .Z. O D tt O .0 4 O WO in'toN O M OM OOQ A.*=-O d Ce ga . 0O c) O O O VrdVNV.?@ OC1*' eS 6 i O NN G C4 O O6)rw 0 0 0 0 O O N O M C fi e MOO e- til e MM *N V N M LT M J J ' H
- CL ' ,
h Cr . . . . .
*1 O N 01 . * . . . * * . . . . . . * . - . * . . . . . . . . . .. . . .
() e .O.*e** M. V 0 0 0 f. 33 -oe e .M. .*-eO C 5 C) o oe .*.* MeV.-0e0 5 *-eee M v .O. N C1
- c.) eW b w.o .7 0 (
e t ;2 O.e N M. 0 0') O. e . .= c e e > I - ,
. v e . r I
" o n >
.f O
e C
.e.ee
. . . . . .**. .*.N-.Ne.Cde. -N. Ne. Cie. -.N. r;..M... .Me .M..M..M. M.
e e e e e
- e .- .- ee
. .M.M.M.i 4. 7.4.4 .O .A 0. 0..S. O. CD . .O.C.o .o o. O. ".. O. O. O. t i
O . ,- e ee e - e e e *** e e e e a cg i it I
'C w
.a M
2 () c3 c3 o o o o o o o o o o o o o ce c. O o o a c. ci o c. ci c. o o ci o o o o o e e c c. O o o o c- o o o e o O t CL r C
, N,- w*gr MT -- , * - - - - - * - ' - ' " ' - - " * -- ' " ' ' ' ' ' ~ ' - ~ ' - - * " - ' " * **
.- _. _ . - m. - - . . . . _ . _ . .- -... _ __ . _ . 2 - __-. _ . .. _ . - . . . _ , m m.._m_.m--- -. . 2 .._ _ -.~ ...._m .
i, I
. o-l i
a u.. : ': j ,. wt - s g.
"3
-- n g!'
z. , * . U. b s -. LLJ c-
,e <C 4 Q
) . . ' ' I l 4 1 - 1 I } f' i P f 5 ' i
- 1 .
i k 4 i
- L
? l 1 J i f I . t a 1 I I 2 I f n l 4, 1 4 l
- V N O (d 04 ** O Pe O O O O O C3 o o o r9 O 2 :D M ce tw a ce c4 c4
- m. v. v. v. v. n. v. v. v. v. v. v. v. O.
,i 1
4 o c e e m o o <r a n n n n et T { 'tto M
. c.6M M f,.re M M M M M M M M M 'et
. CN. N. r ce cs. r.* C.4 e.s (4
. . . . =
k CnD B b O O 3 O 0 0 0 3 0 O I t 5 ( . .. . . ... . . . . . . 3 oucvooooooooooo t n c< a n n n n o 4 CD.-0 C) O C2. O O O C C CC O o C i 4
. . . . . .. , . s . . . .
i e. - tv ce M M v *? m A O t*, t- O d es (4 (M ( . (s fa N 04 (v f u n (d C 4 i e i s Ce O O O O C.Cr O O C D O O J l l l e'-.,,,,-._,._..-,-..,-,.__.-n--,--,n,v---- ~ ~ ~ ,-. - - , ~ ~ + - - - - ~ - - ~ *---' ~~ ~ ~ ~ - - ' * ~ ~ ~ ~ ~ " ~ ~~' gu.-
- . _ -. . .-. . -. - n . . ~ . ~ -w .~.-
i o 41 ' i >= 3 - u a, e, u '<. o% 2 D
=J 5i g.
O 9-H v s s LLJ i U C d. O*)
. 1 1
I h= W t O. . M C1 e
>=
1 a i j 4 i 4 1 s O e e 1 5 K O N .J W m
*C *C > . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O V 't O O M O V O e.- aC Z O O O O O O O O O o O O v O O O O O O O O O O O O O O O Q O O O O O O O O O O O O O M Oe O O a t0 6 O 0wa O= O
- O. O
- O O. O O a
=O =O *O *O
- O* O* O* O* O* O* O* O*O*O*O*O*O*O*O*O*O*O*O O
- OO
- O
- O* O* O* O* O* O* O* O* O= O * **
- e* C4* *C4* 04
- P- I w l
2 O w
>+ 07 I
i aC *C O O bs -e a O I P- . O OO OO OOO O0 O 0OOO OO OO OO OO OOOOOOOOOOOOOOOOOO0O0O0O0 O OO OO c.O%OOOOOOOOOOOO OO OO O0 O0O0O0O0 O *sN?,t Mca v1** :DvO0 M0b 7
.J .( W w>w O O O. O. O O. O O. O. O. O. O. O C O. O O. O. O. O. O. O. O. O 'J Q O O O. O O O. O. O. O. O .O. O. . .O . .O. O. O. O. C O .a u v W wJ C C17. O O O O O O
- aW at
?
O O u W w O 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Z O O 04 O *-O O 0O0OteO QOMC)O OJ O e- d.-O ONMM d O O OVC4 0* O"* NM**er N N 7 C1 V *f O$ 0aOO cv 0 0 O O :D O ce O em s'M-moo u w *- d e O MO ** C4 t? Cd el A M f r w a 3 I I e . . . . . . . . . . 3 i O O C4 .- 7eOe ** e e-*e P1 e e *?
.- 4 tri C 5 O e O e e.*e ne ivO O b o Cs we O e-e eM e *t v-O O b *e*e M%*QbOe e
M A 5 0 **e O e e e v e N ES O eCs *) :.h O O e e e I .* M >- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.C e C) - e . . . . . . . . . . . . . . . .
. Q .* e ** e
- ee ** C.e C.1
.-.-.-e,-e e . Cw e (d- eN N N -T.4. (7. M. -ee M MwMe-MeMe (1 v M *!. *e*'e? ev e57e G G de O e eOe T,
. O. ,23. eOe O e .O.-O.
e O O O r4 O Oa O I I l u o . . . . . . . . . . . . . . . J
- O O O O O O C C. O Ce oCOC S .~1 1
u o Ci O. Oi O C e C' O O O O O O O O O C)O O O O O O O O O O O C D C1O Cain O A M e . e .. m ,
,sse s
. w yy .
.,,wm__--,-r-,w-- ,,r. , ,r,
. _ .- ~_ . - - - - _ _ . _ . .. _ .... . . . . . . -, .- - - . - . . . . . .. . .. .I 1
- h9
> G 'm'*' '
Q
,. n<:
"- 2.
l 23J 3Y' -
, 2 9 'J t,--e Ew L ',J 4
i C C
,/ q < en . ../
t 4 I t 3 t I i 1 i t I
= ) .
C W C '? C4 C4 9 Q Ct O O *2 N N 6 Q b C 0t.1 O 6 A,'7 4 0 4 W NeCd e N Cte Ce. Cd. N. N. C. . Ci te. . Cs e Ce N. d CO 6 M S#0 0 6 m o n o 3 0 o O d 0 0 0 Li 0 -A O O 4 +J O t1 I [
- J. O. C. O 'J. 4 4. c. Q. J. 0 0 O* G
+
( O O O C. O O 3 O O O O O Cm O l . l I i ? OONnOOOOOncoco l nNm o n o n i Y Y &
== ~ - e h.
e O O e e i G . G W D e 4 . . . D 9 8 9 WP b[YNoY E J N o t. c. n o o t. l'ec n- o "hna< b C.
* * * . b.
b8
- h O h h h ($ h 1
n Y* M 2 ). Q LJ . c-. 2, n< L~) 5*~ d z.
. c nJ J F
G L14 C ') C' c'.' i b (O s e 4 e b= 6 d. CD N 5 F. 6 O. .
.t e
E M
=
.J W ^ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C3 N O C3
. *-.(4>2* OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOCONdOCd O w .- O. O. O. O. O. O O. O. O. O. O O. O. O. O. O. O. O. O. O. O. O. O. O O O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. -. *.O.
W. O. N. O. *. (O. 4.
>- I w Z
O w
>= 0N
< 40 O Le * . e O O O O O O O D O O O O O O O O O O O O C O O O O O O O O O O O O O O O O O O O O O O -". cv f. S n t.
O I *. . OOOOOOOOOOOoOOOOOOOOOOOOOOOOOOOOOOOOOOOOoOO-nnnnnn J <>- W > o. O. O O. O. O. O O. O. O. O O. O O O. O. O. O. O. O O. O O. O O O. o. o O O O O. O. O O O. O O. O. O O O O. O. O. O. 0 0..~.0 0 . 1 O 8U* C1 O O O O C1 O
- u. ua l >* .1 W i
l M o P4 N w N. 6 . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O 3 O O O O O O o 3 O F n O i. Lt 2 f t .- O O C4 On ') O O 0 (4
- - . - 0 0mC. n O *? r"r4er e? V aW srr-ct e6 7 O c.C43y-er)N O., O N OoO c", On O.- n( O t es O 7 .M(eonnA- M OMo J
og Q b 4 . . . . . . . . . . . . . . - . . O O O e.4 e Oe O . ee.n..er.-a.e co.e o rs :n ,O. .e - r n -e- o. o. .s c O O ,- e - n.- .: e. .o e-w -- cp.-e.- o r- O .. -en a t- ,-e
. -. c .?. .r; r- c o.
. , c4wm. n. e eo I
to . n >. . . . . e . -*-e. . . . , .., .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.t - CD - e Q es r -cve he re
- ec.e(v .-c4. ce r. en -.n- n n.. wn n. n ..ne er. ? .*.*- --. . -a .3. O r
.er .7 d a. v-e in u- O O. i O ) O.. Oe O, O O
. e ;.
l u
=
l .4 8 7
. . . . D.
QCOC O O C. O 0 0 C s'. C r D O Cs O O O C' O O C O O O O D O C' O O O O D O O :o C. O :. O O O O O Cr s u G. M , c.,,,...,, e .e i i
+ , - .- - .- ,
, . . . . - - - _ - - - . _ - . _ . ~ _ . , . . . . - - . . - . . . ~.>.-~.. .
---.r- .. --~.n----ww~ .-.r~.xs u . n.- _ . --_.w, 4
4 4 r 3 e 41 5 i > :: d l C EJ ) l ~ ut 4 N 2-i s O
-~J b
z l . s i 84 0 i b, c- . 4 L&J { LD 4 W l 4 C,0 3 l J' i t l I i ! l 1 e t t ! 1 n b 1 I e > b t b n d i j . . 1 i
- 4 1
d I e f s t
. I o 't N O *') o C O o 23 ) O c) O l e- O Ch C N h 4 0 Q ce 3 ;) y
. N e e rg N f e. w. .e- fe.eeenee .e . e e . .
l E t c tre -7 M S e d . ca ca 5 m N C3 , n f1 r1 *) n te d n M M (9 (9 (1 P1 47.) d. 0 0. O. O. w".> 0. @. A. O. d.i O. in . C. C+ Ci O O Ce 01 @ Go O O Ce C.10
. i t
i L 1. 4 4 I o O N O o #1 o o o o o O O o a nna n n a n
. . - . . . . e . . . . . .
c) (G CD G c3 C3 e C 'O e O 0 e C 0,. C) O, e 4 1 1 g . . . . . . . . . . I 4 . . ra n n m . . m o c e t. w e . 4 s h fi f a h 4 o a i . J e ' s a re & d C. 8 4 I , . . . . . e * . . . . . . I h@hb I 4 hbbb .'h f
; i 9
.FP-T--TWv79w' shy--_ e w .s e-ve m ww - ea _+t.ew,-m- w w wevrar----w-,rewemen==ee---ure wmmwe-r-m-mr-rwrwa--w---%is --ma
Or
> 0' u.
g32m:
.6.,
UJU, '.
- s. -
~, LJ ,
r-N LJJ C.D C
<C v>
e 6 L U.1 . to 01 4 i.
.e 4 e
>=
E 10
. O .
v. 5 W.
.J W e
< > O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O .* O e4 c) O
- v. < O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N O M v tt Owe ."!. O. O. O. O. O. O. O. O. O. O. O O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. .O O O.. O. . . O.. O. O. . . O. O.
F. I. w I*
.O.
- v. OZ
< ef O O
O LJ = a Z e. . OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOObOOOeN O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O '.e
.J < t- O O O O O O O O O O O C O O w>w O. O O. O. O. O. u. O O. O. O. O o. O O O. O. O. O. O. O O o. O O O. O. O. O G. O. O O. O. O. O. O. O .O. O.
e
. O O.
O . . W A..J s.b w OOOOOO
>. Aw
* .O.
[ O LJ
- LJ F.
,' O 3 . . . e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Z 44 s.s is 3 0c3 i LJ s. O O(4O+ c. L) cO 03M e 0eO .1 e toNO034O0 0V0V 0V NulNn ve O er 5 6Mev0e O n c NO O O P1 O N Oe-ON O O c or cs c) O O n.* r) O. n e J 'i 4 ff. Cr = * - . . . . . . . . - . * * . . . . . . . . . . . * * * * . . . . . . . . . * * . * . . . D J ** O u O .C4C+0
- .- +.*-M.
e .*. O e e O O N O eO e M. . eV@Ob^ e e .e O 7 0e 'O e . ,- e 5 +=e P,1 e v
- to 6 0 ,-- M . . c. S O e %* .O. 5 Oe. *ae N.-
n c o eo 1 c) > et O eoe.ee. e. ..
*-e e .-
N e eh eN eNe04ee ce n. eN O m en.n n n.n.na)e; + .t O
. e e e ....e e e. e e . - . .e e e e i.ve o.- 0e 0 e 0 s. .a. oe .r. . ' O
. e eOe O e e O
, O c. cs oO ta
't u s. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
J , 4 O O O O O Ca O O O O Ct O G. Os O O O O Cs O C: O O O O O O O O J O O O O O O C1. O O O C.) C' O ? O O C. O O Oz O A Cf'fi
a . . . , - _w..- ~.. + + --~~--- -- a-.- .a_ - - - ~ ~ _ _ . - - - .--.-~--u-----.- u,,w.,,- ..~ i
. ..I
. E, '
>=
{. mu. . h- m*~" l< mOe 56 , 2~
. d WJ -
1 b m 4 ob 4 / LD " [ 1 < to .J J 0 P 4 i 4 l ,) i 1 i, L i I t [ r k i
. . i 4 .
t +
+
4 t I i 4 1 i
, .a, I ,/ e e 6
J' * . 1 A 4 t i f I r (D C4 N C *) 21 D *1 C *f D *! *! tb o t- 5 m O O O C4 't rd O f a o e
*. O. O. O. e- . *. e-
. O. O. O. e. O. O. **.
- P l
i. I i 4 i emnoeoeo-eoa.to u O O O O O O O O O O O O ** I C'd
. . f e f.d C.4. .is et f 4. +. C .4 * (. t.
. C1. P.4
- 1 C1 O Cl O O $ @ Q O Cn C*e O O O i
1 i . . . . . . . . . . . . . . O O fd O O O O o O O O O O O (') Ce c) M M (1 01 4, !1 5 e i . . . . . . . . . . . . . . OO e- C3o-O Ce- O Q O. c).-o Meo O C
**
- N 04 M M 't er O :.7 o O N O ft ft 04 h re (t (e(* Cu (4 04(1 Cd(4 +
l' O b h (s D h (4 hhbh@@D 7
%. s
.a-.~ -- _ u ~ . . . .a-.u__. c_-- > - - - . - . _ . u n. - - - . w. ~ .- - .n-.- - . - . ~.--_ - _ . _ - . - . - -- - . . - - - _ -.
I a I
. ca
> Gl ,
- c. ua<t es. 2 i:
O ; ': ' d a*e 1 YV' i b-
' r LM t.')
Cr.*
, ~ <
en I - I. i i m. 11I k E d (
- to C1 1
3 i t > !
! N i
( L . ) f D. I l l a DC I 9 i
.8 uJ .=.
17 . OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOONNMC3 OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOONMOO F42 j o w
>u, O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O. O.. O. O.
I 7 O w
- k. O2
.t et 0 O t.J *
- a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O e C) &
) A I6 .
.f a-OOOOOOOOOOOOOOOOOOOOOOOOOOCs O O O O O O O O O O O O O O '.J OOOMMefMM w > t. 0. O O. O. O. O. O. O O. O. O. O. O. O s. O. O. O. O. O. O. O. O. O O O O. O. O. O. O O. O. O. O. O. O O. O. O. O. O. O. O O. O. 3. (
O .J uJ w w w .J OOOOO F Ch. bl , at > 2 O w v
@ &LI i (J p i O D J Z OOO Ne .O O0O4OtvO OAM M O O0ee O C O ONMM d O O O*7 NN v 3 .f f. b v O N O Y V W u e N O O CsOO O O O C) O Cd O r'1 O M e. MOO E t == d e W *. O (7 e ($ 't Cs M O t')
g g . w to D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 O O. s O.O. e .* e Mi. e** M e e@ e C r C) O.e .- t.1. 't Ae.'O 5 O O Oc.e eMe V*-We O 5 - M e ,- *t O e e- .- b Cl e.-(9 O e to O. . e'.*eL* 6 O .O. .NeM @ O ,4 I C l n > . . . . . . e .e-. . e . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.C Cs e . e **
l
. p . e e 6,. eC 4 -r eh f.1.efy.N.. N- M. . M .M. eMe M M. eM.-M (*)
e ,. . *?. *.*.
- '? ** Oe c 0 .0e0e 0 e.0 CJ. O .-.Oe O e O
- O Ca ,- O CN O 04O g l **
l = w .. A .* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
- O to DJ Ci C. C. O O O O O Ch O ?> On C. O C1 Ct C. O O O O O O O C O O O O O O 0. O O O O O C' O O O O C. Os f>1 O O O A L i
- _ - - _ , - - - ~ - , - - - - . . . ~ . - , . - --. - -, - - - - - - . . - - - - - - - - - - - - - - - - - - - ,
S.M IU
.- ~ ~.._.. _.- - - - . -- -- - ~.-.,-~-. - - - - - - -= -. --
- - - ~~ . ~ . . . ~ . . a---
i.
- j. =
mn't
; >= u , a wi til !
Z z2 i j Od }*bl ? z l 1
% I) i 1
H
= ts l
f b
$ s lad j C3 [
a c , l\ / & I C/) i
.s
- Y 1 L f
i
!' . [
.1 i l J h l 1 e i t 4 [ ] . t i , 2 i i 1 > i 1 i, , f 1 1 I i i I
! i 4 f 4 y.
.I i - l j . 1 e l c) c) N o O .? :3 n -c m ci e) o o
- o o N O o ".D o of M *t 't *t ci O I s-
- . * .O. O. e .O. O. O. O. O. O. O. O. O.
O C. C. O O 3 t- 23 .* f1.t er er a c) Ei !"1 O (1 9 M M M M M M (1 O c ) i m Ce e eU.Q O. O. O . . Q 2 4 3. C. C. C. Cl} . , C Ci O O S r.. O cs O C C5 C1 Ci C) ' E r OONAOOoooooooo 4*1 N O M M c1 M i
....... . . . . . . . t c o u o m o c o o to e> o e a ,
* * .- - - e i i
i
= - . . . . . . . . . . . .
*
- t4 tt *n ti n .? d\ p c e n ta l
! N N t e (e tw to ce ce r 4 (* f e to tv tt >
CoC.Cs ? C,0 C,7 c.c O c,3 p r e b*
- . - - - . . . - ,_ - - ,.. _ _.... . . . - _ _ . . . _ , _ , _ - - _. _ _ _ , , , _ = -, - _ _ - _ . ._.. -. .-- _ - - - - _ . , - - - - - -,. - - - -
I
. n-
> LL -
g 2 se .
~ . - 2' e D 5:
W 25 1. e LU w CC
<C to
..- g H
L e 40 N 8 H
.. W f) '
e K
.J uJ e OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOQN aC := . O O O O O O O O O O O O O O O O O O O O O O O O O O O 9 O O O O O O O O O O O O O O O O O O O 04'T.N
>- .( Z 0 O. O e O. O. O. O. O. O. O O. O. O O. 0 0 0 0 0 0 0 0 0 0 0. O. C. O. 0 0 0 0 0. O. O. O. 0 0 0 0 0 0. O. 0 0 0 e 0. O. +- O. O.
F. 6) J. .< w O e t- O !* et et O (J u**-=. O % >- O O O O O O O OOC'O OOOOOOOOO OO OO OO O OOOOOOOOOOOOC OO O OO OOOO OO OO OOOOOOOOOOO CO OO O OO O OC)* O O O O O O O O O O 5 6.- OOoOOOOO ,e. O,.
.J .
CJ wt"wL4J .=* 0 0 0 0 0 0 0 0 0 0 0 0. u. 0 0 0 0 0 0 0 0 0 0 0 0 0. '.> O. O. v. u o. O 0 0 0 0 0 0 0 0 0 0 0 0. ra. . : A. D. O.
.J. .J C 4 O C. O u '
>= C. LJ 4
Y 1
.O4 I N uj uJ . . . e . . . . . . . . . . e e e . . . . . . . e . . . . . . . . . . ......e . . . ...
O 3 rd . :1 'T b t- et O C4 0 ee O O ed O O O O O O N O .9 O M - 0 0 0 2 0000000Ct f u e- 6CD0 C4m OOM O A .AnnO. e e.a .0Cd0 O0 MO C4 sf tt T 4 Ce e (4 e. O e. O c) p C1 et (4 M 0 M LJ w
*i
. J.
k gr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... . ... 3 O04OO-e e. M,- e** e o e ,- e .in- i.f5
. - - 0 5 CJ O.
e *. M. . - -O O b CD O O. e *?. , e. ti- -*? 0.. .C. tw ,. e M, c V. O. 5 Ct .-e-e ?) tre
,- b O *? O t- c; Oec,t M.. eO O o.+
e ee 2 c. t1 >. . . . . . . . . . . . . . . . . . . . . . . . . . . .
,( Q .- e ++ e .- e. *. e. .- N N cfN N tv(4og n 01 M M m M n .JS. fm. + .. . . . . . . . ..............
e O o- ,=e. e e .* e. e .- e e e- .. .- e .- .-e . e e .- e e
- e. - e.- *r C O, A A t.".t.-e e e T la .'O- .Z*O~ .C.'eO O. O *O. te
. O tt O
O M u .I. 4 L' O OJ O O O C) O Ji O O O O O O O O 71 L1 O O C. O O C4 O Cm O C. O Op a C' Cs & O O O CF C' C C. C ' C. O O O
- O f 7 0 4 O A la e-
~ - - . -
- . . - ~ . - -
I 1 91 .. 4 N Od E lf ! ~. A w< 2., i -' 5I2-n; at U
}=
I
~~".
r L&J ) to : C:: '
. ,- < t m s s
6 i 4 . { }, t 1 I. ~
}
. t i
'I e
I 1 f 1 . ( l I L
\ t b
F [ i ? 1
- 4 i
l 1, ) v e_ J e . . . t ! rd m N c4 n y e rver fu er o u N b v - - O tv'o - tv - ca o b b l
- o. o. o. o. o. o. o. o. o. o. O. o. o. o.
1 4 4 I i M
-.. c) CD cv C %* 3 3 (*i V b (S C7 o0-o-ooo-O-- '
sn. O. +D .D.Q tn. a. 41 D. o. O. A. D. %1 OOOC1OOOCOOCOOC e I e 1 i. ' .. . . . . . . . . . . . . j O o rg o o o o (3 o o o o o 0 ,
- M (N M (1 (9 (4 f1 4
1 4 1
. . . e . e . . . . . . e . ;
p O 'O- -C-d.Q O Q O. O O. Q Q. . QM 3
! i
- ** (4 f 4 M M %" 'T A La. 'O 'O N O j (s f t C. (1 fi 04 (o Ce (e ti (4 f t f t (1 i
l ' ~8 ..... . . . . . . . . . I C. O C5 7 7 Ut O D O O Cl O Q O l L
. _ - , _ - - - . . - - - . . - - . -- - .. .--- ---------v"r=-
I I l
. Q1 b 3 d' QW -l
- ye N4 r- 2 i
) DG ! *
- . ,.s,..
H
-w sw W
1 C f
<C i CO '
6 i 4 i i. I i .i I s
- I I
i i b E
.T) 1
- 1 (O
rd i q 8 i I > l l . J, t i
*}}