HomeMy WebLinkAboutSUB201300179 Assessment - Environmental Road Plan and Comps. 2014-12-19w.
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REPORT OF
ISUBSURFACE EXPLORATION AND GEOTECHNICAL ANALYSIS
5TH STREET CONSPAN BRIDGE
ICHARLOTTESVILLE, VIRGINIA
ECS PROJECT NO. 28:1811
I �`�v,ALTH OF G
FOR: O
_...- _4011f/04
' MR. DAN TUCKER v ALD.• D(ERSARANT
S.J. COLLINS ENTERPRISES 'c. No.042553
5 SW BROAD STREET, SUITE B ,.5 �` is <o �,.
IFAIRBURN, GEORGIA 30213 1'O� / ,tt,
ATTN: MR. JAMES DISCORDIA As -/ONALE'
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DECEMBER 19, 2014
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' TABLE OF CONTENTS
Report of Subsurface Exploration and Geotechnical Analysis
' 5th Street Station Conspan Bridge
Charlottesville, Virginia
ECS Project No. 28:1811
1
PROJECT INFORMATION AND PROPOSED CONSTRUCTION 1
EXPLORATION PROCEDURES 2
SUBSURFACE EXPLORATION PROCEDURES 2
LABORATORY TESTING PROGRAM 2
SITE AND SUBSURFACE CONDITIONS 3
' SITE GEOLOGY 3
SOIL CONDITIONS 4
ROCK CONDITIONS 4
CONCLUSIONS AND RECOMMENDATIONS 5
GENERAL 5
DEWATERING 5
SUBGRADE PREPARATION 5
BRIDGE FOUNDATIONS 6
BELOW GRADE ABUTMENT WALLS 6
' ROCK EXCAVATION 7
CLOSING 8
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oitgECS MID-ATLANTIC, LLC "Setting the Standard for Service"
,. Geotechnical • Construction Materials • Environmental • Facilities
December 19, 2014
' Mr. Dan Tucker
S.J. Collins Enterprises
5 SW Broad Street, Suite B
Fairburn, Georgia 30213
ECS Project No.: 28:1811
' Reference: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
5th Street Station Concrete Span Bridge—Charlottesville, Virginia
Dear Mr. Tucker:
ECS MID-ATLANTIC, LLC (ECS) has completed this Report of Subsurface Exploration and
' Geotechnical Analysis for the referenced project in general accordance with ECS Proposal No.
28:1200-GP dated November 10, 2014 and authorized by your office on December 5, 2014.
Our scope of services included exploring the subsurface soil, rock and groundwater conditions
at the proposed bridge site in order to develop geotechnical recommendations pertaining to the
Concrete Span (Conspan) Bridge. This report explains our understanding of the project,
documents our findings and presents our conclusions and geotechnical engineering
' recommendations to serve as an aid during the design, permitting and construction of this
project.
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PROJECT INFORMATION AND PROPOSED CONSTRUCTION
From our review of the provided documents, the proposed project involves the construction of
Concrete Span Bridge across a tributary of Moores Creek. The west side of the creek consists
of a steep slope that rises steeply to the proposed development side of the property and drops
directly to the bottom of the creek. The east side consists of a wide flood plain that is elevated
approximately five feet above the bed of the creek. Borings B-1 through B-3 were located on
the east side floodplain and Borings B-4 through B-6 were located on the western side of the
creek bed. Access to the borings within the creek was provided by Brent Scarborough &
Company, Inc. by creating an earthen ramp from the east side floodplain down to the bottom of
' the creek bed.
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4004 Hunterstand Court, Suite 102,Charlottesville,Virginia 22911 • T:434-973-3232 • F:434-973-3238 • www.ecslimited.com
ECS Capitol Services,PLLC•ECS Carolinas,LLP•ECS Central,PLLC•ECS Florida,LLC•ECS Mid-Atlantic,LLC•ECS Midwest,LLC•ECS Southeast,LLC•ECS Texas,LLP
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Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
' EXPLORATION PROCEDURES
Subsurface Exploration Procedures
The subsurface conditions were explored on November 13, 14 and 17, 2014 through the
completion of six soil test borings, Borings B-1 through B-6. The borings were performed with
ATV-mounted drilling equipment utilizing continuous-flight, hollow stem augers (HSA) to
advance the boreholes. Drilling fluid was not used in this process.
' Representative samples were obtained by means of the split-barrel sampling procedure in
accordance with ASTM Specification D-1586. In this procedure, a two-inch O.D., split-barrel
' sampler is driven into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches.
The number of blows required to drive the sampler through a 12-inch interval is termed the
Standard Penetration Test (SPT) N-value and is indicated for each sample on the boring logs.
This value can be used as a qualitative indication of the in-place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can significantly affect the Standard Penetration resistance value
and prevent a direct correlation between drill crews, drill rigs, drilling procedures, and hammer-
rod sampler assemblies. Samples were obtained at continuously for the first 10 feet of the
boring, and at five-foot intervals thereafter.
' Observations for groundwater were made during sampling and upon completion of the drilling
operations. The boreholes were then backfilled with auger cuttings prior to leaving the site as a
' safety precaution.
After recovery, each soil sample was removed from the sampler and visually described.
Representative portions of each soil sample were then sealed in air-tight containers. The
samples were brought to our laboratory for visual classification and laboratory testing, as
' appropriate.
' Laboratory Testing Program
Representative soil samples were selected and tested in our laboratory to verify visual
' classifications and to aid in the determination of pertinent engineering properties. The
laboratory testing program includes natural moisture content tests (ASTM D 2216), grain size
analyses (ASTM D 1140), Atterberg Limits tests (ASTM D 4318), and Standard Proctor testing
' (VTM-1). The results of the laboratory testing conducted are contained in the Appendix.
' Page 2 of 9
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Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
' An experienced Engineering Geologist visually classified each soil sample on the basis of
texture and plasticity in accordance with the Unified Soil Classification System (USCS -ASTM D
2488). The group symbols for each soil type are indicated in parentheses following the soil
' descriptions on the boring logs. A brief explanation of the USCS is included with this report.
The engineer grouped the various soil types into the major strata noted on the boring logs. The
stratification lines designating the interfaces between earth materials on the boring logs are
' approximate; in-situ, the transitions may be gradual.
' The soil samples will be retained in our laboratory for a period of 60 days, after which, they will
be discarded unless other instructions are received as to their disposition.
' SITE AND SUBSURFACE CONDITIONS
' Site Geology
The site is located within the Blue Ridge Physiographic Province and is underlain by
metamorphic rocks of the Charlottesville Formation. The Charlottesville Formation is composed
primarily of quartzose metasandstone and quartzite with interbeds of laminated micaceous
metasiltstone and graphitic phyllite and slate. The quartzose metasandstone is generally
' massive, has horizontal stratification and complete Bouma sequences. This unit also contains
numerous concordant mafic sills in the lower portion.
' According to the Soil Survey of Albemarle County, Virginia there are two types of soils within the
site, Udorthents and the Wehadkee. Both of these soils were encountered during drilling, with
' the majority being of the Wehadkee. The Wehadkee series is generally found floodplains along
streams that drain from the mountains and the piedmont. It is poorly drained with moderate
permeability. Surface runoff is very slow and the hazard of erosion is low. The soil is very
strongly acid to neutral throughout.
The Udorthents is made up of areas that have been used for cutting or filling during the grading
' of roads, housing developments, recreational areas, quarries and other similar uses.
Permeability ranges from moderately rapid to slow, and the water capacity is low to moderate.
Included within these soils are areas of soils that have not been appreciably altered by cutting
' and filling and areas where bed rock is exposed. Surface runoff is moderate to very rapid and
the hazard of erosion is severe. The soil is medium acid to very strongly acid throughout. The
Udorthents encountered on the site consists primarily of landfill deposits that contain garbage
' consisting of glass, metal, wood, paper and plastic.
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' Page 3 of 9
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Subsurface Exploration&Geotechnical Analysis
' 5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
' Soil Conditions
Within the vicinity of proposed sites, borings advanced within existing green areas encountered
' topsoil depths ranging from zero to six inches.
' Based on the borings, the residual subsoil conditions below exiting grades in the vicinity of the
Conspan Bridge consist predominately of sandy low plasticity CLAY (CL), high plasticity CLAY
(CH), and varying combinations of sandy SILT and silty SAND (ML/SM).
' Standard Penetration Test (SPT) N-values in this residual soil layer generally ranged from 0
blows per foot (bpf) to greater than 100 bpf, with an average value of 32 bpf. The higher blow
' counts can be attributed to weathered rock and rock fragments suspended in the soil profile or
spoon refusal on bedrock.
' Atterberg Limits testing on samples in the upper residual stratum generally indicated that the
soils were predominantly non plastic across the site and yielded Liquid Limit values of ranging
from 30 to 33 with corresponding Plasticity Indices ranging from 9 to 10.
' Weathered rock, which for engineering purposes is defined as any residual material exhibiting a
relict rock structure with SPT N-values greater than 100 bpf, was encountered in 5 of the 6
borings advanced, at depths ranging between approximately 0 feet and 14 feet below existing
grades. Hard rock, is defined by the depth of auger refusal, was encountered in all of the
' borings at depths ranging from 11.8 feet to 24 feet below existing grades. Weathered rock may
be encountered during shallow excavations for foundations. It is possible that hard rock ledges,
pinnacles, or boulders could be encountered during construction for deep foundations and deep
' utilities. These pinnacles and ledges may require blasting or use of a pneumatic hoe ram for
removal. Boring logs describing the soil conditions encountered in the soil borings are included
in the Appendix of this report.
Rock Conditions
Rock core samples were obtained at all the borings in accordance with ASTM D-2113. Rock
type and frequency of discontinuities have a significant impact on engineering properties. The
' spacing of fractures, joints and discontinuities is an indication of overall rock quality. A common
measurement utilized by geologists and engineers is called Rock Quality Designation (RQD).
The RQD value is a modified computation of percent rock core recovery that reflects the relative
frequency of discontinuities within the rock mass; it is determined by measuring and summing
all the pieces of sound rock measuring 4 inches and longer in a core run, and dividing this by
the total core run length.
Page 4 of 9
Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
The geologic maps of the area show all of the borings are underlain by metamorphic rocks of
the Catoctin Formation. However based off of the rock cores that were recovered it appears
that all the borings are more likely underlain by the adjacent Charlottesville Formation. The
rocks recovered from under the site consist primarily of a grayish green moderately weathered
moderately hard meta-siltstone. Weathering and decomposition is evident in the soil above the
' bedrock, and the transition zone to hard unweathered rock is gradual. The rock is moderately to
highly fractured (spacing 1 in. to 3 ft.) within the rock in the area explored. The boring logs in
the Appendix contain the rock quality data obtained from the core samples.
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Competent rock can be determined from the boring logs, where they show the rock cores
having a recovery of greater than 80% and an RQD of greater than 65%. Depth to competent
k rock on the eastern side of the proposed bridge location ranged from elevations of EL ±350 ft. to
EL ±355 ft. above MSL. Depth to competent rock on the western side ranged from EL ±335 ft.
' to EL ±349 ft. above MSL. It is likely that during construction of the western bridge abutment
competent rock may be encountered at higher elevations given the gradient of the hill on the
western side and the observed rock outcroppings within the western bank of the creek.
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CONCLUSIONS AND RECOMMENDATIONS
General
' The following engineering recommendations are based on our understanding of the proposed
construction, the data obtained in the soil test borings performed, our site reconnaissance, and
our experience with soils and subsurface conditions similar to those encountered at this site.
' Dewatering
Groundwater was encountered within three of the six soil test borings, all on the east side of the
' creek; dependent on the nature of construction required to support the foundation type selected,
aggressive pumping, a cofferdam or complete diversion of the creek will be required during
construction. If properly planned for, groundwater is not expected to significantly affect
' construction. Submersible pumps will be sufficient to control seepage if groundwater is
encountered during excavation.
' Page 5 of 9
Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
Subgrade Preparation
a
The subgrade preparation should consist of stripping all vegetation, rootmat, topsoil, and any
other soft or unsuitable material from the foundation areas. We recommend earthwork clearing
be extended a minimum of 5 feet beyond the foundation limits.
Bridge Foundations
Our recommendations are based on the conditions encountered within the soil test borings, the
rock cores, the required bridge capacities and our conversations with the Engineer of Record
' and Bridge Installer. With a bearing requirement of 8 ksf, the near surface soils are incapable of
uniformly providing this capacity. The erratic profiles of both the weathered and competent rock
surfaces are problematic to limiting differential settlements when utilizing conventional (spread)
' footings with BOF elevations excavated to reasonable depths (i.e. it is impractical to found the
bridge abutments on competent, intact rock which is located at deeper depths). Based on these
factors we recommend drilled caissons installed into rock with a minimum 2 ft. rock socket, steel
H-Piles encased in concrete or steel H-Piles driven to refusal on rock. Our understanding is that
the FOR has selected driven H-Piles to rock for foundation support. The design and installation
of this system should be in accordance with the applicable requirements of the US DOT Federal
Highways Administration (FHWA) manual specific to driven H-Piles. ECS would be happy to
provide testing support by means of static or dynamic load evaluations (i.e. Pile Driving
Analyzer (PDA) support) to the installer during construction.
Below-Grade Abutment Walls
Below-grade abutment walls should be designed to withstand the lateral earth pressures
' exerted upon them. We recommend that the "At Rest" soil condition be used in the design and
evaluation of rigid walls associated with the building. Site retaining walls which can tolerate free
movement at the top of the wall can be designed using "Active" soil conditions. If a keyway is
' incorporated into the footing design, the "Passive" soil condition can be used for passive
resistance; however, any passive resistance acting on the front of the footing should be ignored
' for design purposes. In the design of the retaining wall type structures, the following soil
parameters may be utilized (assuming level backfill conditions):
' Page 6 of 9
Subsurface Exploration&Geotechnical Analysis
' 5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
• Coefficient of Earth Pressure at Rest (Ko): 0.66
• Coefficient of Passive Earth Pressure (Kp): 2.04
' • Coefficient of Active Earth Pressure (Ka): 0.49
• Moist unit weight of compacted backfill, y: 105 pcf
• Cohesive Strength (C): 800 psf
' • Angle of Internal Friction (0): 20 degrees
• Sliding Friction Resistance (Concrete on Soil) 0.36
' The above described soil parameters are considered typical for the existing site soils or
imported cohesive soils which would be encountered in excavations and/or utilized for backfill.
' It is noted that increased lateral pressures generated by surcharge loads should be considered
in the design.
As an alternative to soil backfill, VDOT Grade No. 57 stone could be used as backfill behind the
i walls. For No. 57 stone placed to a minimum distance behind the wall equal to the wall height,
the following parameters can be utilized:
' VDOT
No. 57 Stone
t • Coefficient of Earth Pressure at Rest (Ko): 0.40
• Coefficient of Active Earth Pressure (Ka): 0.25
• Unit Weight of backfill, y: 135 pcf
' • Cohesive Strength (C): 0
• Angle of Internal Friction (0): 38 degrees
It is noted that increased lateral pressures generated by surcharge loads should be considered
in the design. Highly plastic clay (CH), if encountered in on-site soils, should not be used as
wall backfill.
Rock Excavation
Typically, ripping is practical with significant equipment for excavations extending down to levels
corresponding to Standard Penetration Test (SPT) N-values of about 100 blows per foot of
sampler penetration. For general excavations below this level, weathered rock and hard rock
requiring hoe-ramming or blasting for removal is normally required.
' For the design, construction planning and final pay quantities, we recommend that the following
definition be used to define hard rock excavation material for the project specification:
' Page 7 of 9
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Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
In open excavations and mass grading, rock is defined as any residual material which
cannot be dislodged by a Caterpillar D-8N heavy duty track-type tractor, rated at not less
than 285 hp flywheel power and equipped with a single-shank hydraulic ripper, capable
of exerting not less than 45,000 lbs breakout force or equivalent without use of drilling
and blasting or hoe-ramming. In confined excavations, such as footing or trench
excavation, it is defined as any material which cannot be dislodged by a Caterpillar 215D
LC track-type hydraulic excavator, equipped with a 42-inch wide short-tip radius rock
bucket, rated at not less than 120 hp flywheel power with bucket-curling force of not less
than 25,000 lbs and stick-crowd force of not less than 18,000 lbs. Boulders or masses
of rock exceeding one-half cubic yard in volume shall also be considered rock
' excavation. This classification does not include materials such as loose rock, concrete,
or other materials that can be removed by means other than drilling and blasting or hoe-
ramming, but which for reasons of economy in excavating, the contractor chooses to
remove by drilling and blasting or hoe-ramming techniques.
' CLOSING
The recommendations contained herein were developed from the data obtained in the soil
borings which indicate subsurface conditions at specific locations at the time of exploration. Soil
conditions may vary between the borings. If during the course of construction variations appear
' evident, the Geotechnical Engineer should be informed so that the conditions can be
addressed. Design recommendations were developed based on the limited information
provided and building design criteria considered typical for these types of structures. Should
structural loading characteristics differ from those discussed herein, ECS should be contacted
for review of these conditions and possible revisions to the recommendations of this report.
1 The scope of services for this study does not include environmental assessment or investigation
for the presence or absence of wetlands, hazardous or toxic materials in the soil or groundwater
within or beyond the site studied. Any statements in this report regarding odors, staining of soils,
' or other unusual conditions observed are strictly for the information of our client.
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' Page 8 of 9
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' Subsurface Exploration&Geotechnical Analysis
5th Street Station Concrete Span Bridge
Charlottesville, Virginia
ECS Project Number 28:1811
We have appreciated the opportunity to be of service to you. If you have any questions with
1 regard to the information and recommendations contained in this report, or if we can be of
further assistance to you during construction, please do not hesitate to contact us.
Respectfully, c iLTH U,
' ECS MID-ATLANTIC, LLC
° AL* A ,DER SARANT y
Lic. No.042553
t ' G
' OIVAL
Matthew Hospodar, G.I.T. Alexander Sarant, P.E.
Geotechnical Project Manager Principal Engineer
t Attachments: Boring Location Diagrams
Unified Soil Classification System (USCS)
Reference Notes for Boring Logs
' Boring Logs (B-1 through B-6)
Laboratory Testing Summary & Results
Rock Core Photographs
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Page 9 of 9
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I Figure 1 : Boring Location Diagram
LT"'" IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIr
5th Street Station
L Conspan Bridge ECS Project No. 28:1811
Charlottesville, Virginia � �
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UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major Divisions Group T
Symbols ypical Names Laboratory Classification Criteria
Well-graded gravels, gravel-
a ° GW sand mixtures, little or no �, Cu=D60/D10 greater than 4
N N> c fines _N C0=(D30)2/(D1oxD60)between 1 and 3
0)$ m
C m m �w Poorly graded gravels, a
+� `N a J GP gravel-sand mixtures, little or .f Not meeting all gradation requirements for GW
w a U v no fines to
a > a>
a> cn N m a
N °V 0
y >O O o d
as a z rn " a
a O `6c c ` 0 GMa Silty gravels, gravel-sand N Atterberg limits below"A"line
L E mixtures a or P.I.less than 4 Above "A" line with P.I.
O c .� L a N >
2 .c o> 3 m a u N between 4 and 7 are
d `> `m a m a°o o borderline cases requiring
N N
E a use of dual symbols
a -c O¢ GC Clayey gravels, gravel-sand- N m Atterberg limits below"A"line
c a> clay mixtures c s a or P.I.less than 7 Pi
P).u) ma> c cm
N .� y ° SW Well-graded sands, gravelly o E 5 C0=D60/D10 greater than 6
o �, c c sands,little or no fines ' m C0=(D3o)2/(D1oxD6o)between 1 and 3
Uas .a aoo0) � o aUN
E c— c a> c m -.) �cf) a)
° 4.7 N U J SP Poorly graded sands,gravelly cn 0 ° Not meeting all gradation requirements for SW
a w sands,little or no fines as a�j L
a
a) UU
w a o v o o
2 2 c o o `o a> OOm
2 co Nt d aN> � 3
t a c ° SMa Silty sands,sand-silt mixtures a o c m Atterberg limits above"A"line
Im b- '2 ° N n° or P.I.less than 4 Limits plotting in CL-ML
I .c = ° ° u ' c a, a> a zone with P.I. between 4
2 E v) a o. °a ,°•,_ 2 and 7 are borderline
° N c 2 a g:- c c a cases requiring use of
cn a E c a3 w r...N dual symbols
SC Clayey sands,sand-clay `a a N P o Atterberg limits above"A"line
mixtures o o B �°'S with P.I.greater than 7
Inorganic silts and very fine
' 6'
ML sands, rock flour, silty or Plasticity Chart
y clayey fine sands, or clayey
• >,a silts with slight plasticity
> 0 a a Inorganic clays of low to 60
r
medium plasticity, gravelly
Nm. clays,sandy clays,silty clays, "A"line
o CL lean clays 50 - line
z o- Organic silts and organic silty
c OL clays of low plasticity CH
Y o 40
a
cn
Inorganic silts, micaceous or CL
° m o diatomaceous fine sandy or I di
c N c MH silty soils,elastic silts -.' 30
f6 y y 2
to , a .. --
a a
S a> •o ; Inorganic clays of high a.-., 20 '
i CH plasticity,fat clays , MH an OH
«• .'.•E_
m 10 -
k _.
Organic clays of medium to y����
a
Y d OH high plasticity,organic silts 0 4 OL
2
o 0 10 20 30 40 50 60 70 80 90 100
>,C N II ''.
. n>=
a>a>N Pt Peat and other highly organic
=O soils Liquid Limit
q
a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits;suffix d used when
L.L.is 28 or less and the P.I.is 6 or less;the suffix u used when L.L.is greater than 28.
b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder. (From Table 2.16-Winterkorn and Fang, 1975)
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REFERENCE NOTES FOR BORING LOGS
II. Drilling Sampling Symbols
I SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX,AX PM Pressuremeter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger(no sample)
k HSA Hollow Stem Auger WS Wash sample
REC Rock Sample Recovery% RQD Rock Quality Designation %
I II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
IA. Non-Cohesive Soils(Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12%to 49%
I 5 to 10 blows/ft Loose With 5%to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
IOver 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches or larger
I Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium 1/2 to 1 inch
Fine %to 1/2 inch
I Sand Coarse
Medium 2.00 mm to ''/4 inch (dia. of lead pencil)
0.42 to 2.00 mm (dia. of broom straw)
Fine 0.074 to 0.42 mm (dia. of human hair)
ISilt and Clay 0.0 to 0.074 mm (particles cannot be seen)
B. Cohesive Soils (Clay, Silt, and Combinations)
I Unconfined Degree of Plasticity
Blows/ft Consistency Comp. Strength Plasticity Index
' p (ts1)
Under 2 Very Soft Under 0.25 None to slight 0—4
I 3 to 4 Soft 0.25-0.49 Slight 5—7
5 to 8 Medium Stiff 0.50-0.99 Medium 8—22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
I 31 to 50 Hard 4.00-8.00
Over 51 Very Hard Over 8.00
I III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-In
WS While Sampling ACR After Casing Removal WCI Wet Cave-In
IWD While Drilling V Est. Groundwater Level 9 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
I soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases,additional methods of measurement are generally applied.
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CLIENT JOB# BORING# SHEET til
ms
sEi
S.J. Collins Enterprises 28:1811 B-1 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
5th Street
Station Conspan Bridge Borings ®ro
i SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
5th Street Station, Charlottesville, Virginia
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
me
RQD% -—- REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS _ PLASTIC WATER LIQUID
w Z co P LIMIT% CONTENT% LIMIT%
i v X • A
h
• z F o BOTTOM OF CASING LOSS OF CIRCULATION w z
u.
- w w w w J (O
= J J , > d' F co
L a a ¢ 8O SURFACE ELEVATION 369 ft. - > ® STANDARD PENETRATION
I o— m co CO w Ili 9 BLOWS/FT
Topsoil Depth[6"] �.�\. 2
- S-1 SS 18 3 (ML)ALLUVIAL SANDY SILT,Contains Roots, a 5
Brown,Moist,Medium Stiff
1 3
S-2 SS 18 18 3 6 27♦
365 3
5 (CH)ALLUVIAL FAT CLAY,Gray,Moist,Very
li = S-3 SS 18 16 Soft % I 0 2
1
I 10 7 woh
S-4 SS 18 8 360 8
8 14
k - \AUGER REFUSAL(a 11.80'
Moderately Weathered,Moderately Hard
- Grayish Green,Meta-Siltstone;Highly Fractured 3
- RC 60 51.6 REC=86%,RQD=58% 355
I — 58 86-0
15—
Moderately Weathered,Moderately Hard
= Grayish Green,Meta-Siltstone;Highly Fractured
REC=78%,RQD=52%
_ RC 60 46.8 350 52-0 78-0
20—
S kk'' ,. L 7 ___
— Moderately Weathered,Moderately Hard '
Grayish Green,Meta-Siltstone;Highly Fractured
- REC=96%,RQD=64%
I _ 345 64-0 96-0
RC 60 57.6
25—
IJ END OF BORING @ 26.80'
— 340
1' 30-
' WL 9.00- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
S-' WS❑ WD❑ BORING STARTED 11/13/14
IIE WL(BCR) t WL(ACR) BORING COMPLETED 11/13/14 CAVE IN DEPTH @ 9.50'
IWL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
CLIENT JOB# BORING# SHEET EilliMillW
S.J. Collins Enterprises 28:1811 B-2 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
ETS II
5th Street Station Conspan Bridge Borings omil..
M SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
5th Street Station, Charlottesville, Virginia
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
MO
RQD% -—- REC%
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID•c Z LIMIT% CONTENT% LIMIT%
a y w
LL X •
LL
z0 r o it BOTTOM OF CASING LOSS OF CIRCULATIONS J z0 Zo w w w w
I a a a > SURFACE ELEVATION 370 ft. L >P: scii
3 0 STANDARD PENETRATION
w < < < w a _i OJ BLOWS/FT
it 0 m m m 3 w co
0 Topsoil Depth[1"] r 370 1
- S-1 SS 18 12 1 ►:� 3 35-♦
— (CL FILL)SANDY LEAN CLAY,Orangish 2
Brown,Moist,Very Soft,Contains Plastic
Garbage
IL _
S-2 SS 18 3 3 1 .v 2
1
5 365 1
_ S-3 SS 18 16 (CH)ALLUVIAL FAT CLAY,Trace Sand,Gray, 1 0'2
— Moist,Very Soft 1
I 10 z
S-4 SS 18 2 t
360 1 2
I — / 50/5
,S-5 SS 5 3_ (SM)SILTY SAND,Contains Rock Fragments, 50/5
- Grayish Green,Moist,Very Dense
I15= 355
I \S-6 SS 1 1 50/1 50/1 ►.
20 AUGER REFUSAL @ 20.00' / 350
_
I - Slightly Weathered,Moderately Hard Greenish
Gray,Meta-Siltstone,REC=96%,RQD=80%
RC 60 57.6 3 80 96-0
1111 _
25 „\ 345
END OF BORING @ 25.00'
-
I30— 340
I THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WL 6.50 WS❑ WD❑ BORING STARTED 11/13/14
WL(BCR) t WL(ACR) BORING COMPLETED 11/13/14 CAVE IN DEPTH @ 18.70'
IWL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
CLIENT JOB# BORING# SHEET rilligil
...,
jaws
S.J. Collins Enterprises 28:1811 B-3 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
I I 5th Street Station Conspan Bridge Borings
LOCATION
-0-CALIBRATED PENETROMETER TONS/FT'
5th Street Station, Charlottesville, Virginia
NORTHING FASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
a
RQD% --- REC%
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
Z P LIMIT% CONTENT% LIMIT%
w ~ X •
LL z F o BOTTOM OF CASING LOSS OF CIRCULATION woz w O -
w w w w
= a a a o SURFACE ELEVATION L > STANDARD PENETRATION
a § v 370 ft. w 9 w ti a a w 3 w m BLOWS/FT
I 0= (CL FILL)SANDY LEAN CLAY,Contains Rock / 370 1
S-1 SS 18 2 Fragments,Brownish Orange,Moist,Soft, 2 3
Contains Glass Garbage /
-
7
S-2 SS 18 3 (CL)ALLUVIAL SANDY CLAY,Gray,Moist, /
w2 oh Very Soft,Contains Wood won
5 365 1
_ S-3 SS 18 12 1 2
1 1 i
h S-4 SS 18 18 wo•244 21 )K - 31.1
10 _ 360 woh
— A-
5-5 SS 3 3 Highly Weathered,Moderately Hard,Grayish 5o/3 d•
Green,Schist
50/3
I 15= AUGER REFUSAL @ 15.00' / ' 355
Slightly Weathered,Moderately Hard,Greenish
Gray,Meta-Siltstone;Highly Fractured,REC=
RC 60 55.2 92%,RQD=78% 78 «92
Ii )\t
, 1
20 END OF BORING @ 20.00' 350
I25— 345
I
I30— 340
I WL 1 2,59 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WS❑ WD❑ BORING STARTED 11/13/14
11 WL(BCR) t WL(ACR) BORING COMPLETED 11/13/14 CAVE IN DEPTH @ 12.20'
Z WL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
U
kCLIENT JOB# BORING# SHEET Eiii
S.J. Collins Enterprises 28:1811 B-4 _ 1 OF 1
ffil
PROJECT NAME ARCHITECT-ENGINEER
5th Street Station Conspan Bridge Borings
SITE LOCATION
-0-CALIBRATED PENETROMETER TONS/FT2
I 5th Street Station, Charlottesville, Virginia
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% -—- REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
z P LIMIT% CONTENT% LIMIT%
•W • LL
LL r o BOTTOM OF CASING LOSS OF CIRCULATION D wO X
A
w w w W
I a a a O SURFACE ELEVATION w > STANDARD PENETRATION
1- 1 1 v 365 ft. W o
o < <ri) < it 3 w m BLOWS/FT
I _ (CL)SANDY LEAN CLAY,Contains Rock 365 1
— S-1 SS 18 16 Fragments,Brown,Wet,Very Soft 1 2
1
_ S-2 SS 18 2 1 .D
5 360 3 56111
- S-3 SS 17 17 6 1.5 •�,
— 50/5
Highly Weathered,Soft,Brownish Green,Meta-
- Siltstone =–
I
,,S-4 SS 3 3 in 50/3 8.5♦ 50/3 0
tii
10— ... • 355
— S-5 SS 11 8 5025 50/5 C
I 15— 350
AUGER REFUSAL @ 16.00' /
S
I
lightly Weathered,Moderately Hard,Greenish
I = Gray,Meta-Siltstone,REC=100%, RQD=70%
Wail
RC 60 60 3 70 100
20— \\L 345
\\ 1
I I _
END OF BORING @ 21.00'
I25— 340
I
I30— 335
- WL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WS❑ WD❑ BORING STARTED 11/17/14
11 WL(BCR) Z WL(ACR) BORING COMPLETED 11/17/14 CAVE IN DEPTH
IL WL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
I
ECLIENT .JOB# BORING# SHEET w®
S.J. Collins Enterprises 28:1811 B-5 _ 1 OF 2
isPROJECT NAME ARCHITECT-ENGINEER
I5th Street Station Conspan Bridge Borings
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
I 5th Street Station, Charlottesville, Virginia
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% -—- REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
I w • z v LIMIT% CONTENT% LIMIT%
P O > r BOTTOM OF CASING LOSS OF CIRCULATION 1 w z X
u.
Z I- O d J O o
W W W W
a 1 1- 8 SURFACE ELEVATION 365 ft. W w 9 ® STANDARD PENETRATION
o < < < it 3 w m BLOWS/FT
I 0_ S-1 SS 18 6 (GC)Clayey Sandy GRAVEL,Mica,Greenish 365 4 24
Gray, Moist, Stiff to Hard
A 17
50/4
I
9
= S-2 SS 10 7 50/4 �►
`l 16.7
10 A
5 – S-3 SS 9 9 360 50/3 50/3.�„ ,,
I _
Iv ill S-4 SS 4 3 5o/a 50/4 '4 r
10— � • 355
eii
p
14
S-5 SS 18 16 #” 24 10.4♦ 23 X,C X33 55
I15— 350 31
L IF.
\S-6 SS 2 1 % 50/2 50/2 .�
_ a1
20 \AUGER REFUSAL(C1A 20.00' // E 345
I
I
— Highly Weathered,Moderately Hard,Grayish
Brown,Meta-Siltstone;Intensly Fractured,@
RC 60 60 22'Slightly Weathered and Highly Fractured, - 60 • 100-0
— REC=100%,RQD=60%
IN
1 s
25 – Slightly Weathered,Moderately Hard,Greenish \ 340
— Gray,Meta-Siltstone;Highly Fractured,REC= 3
– 100%,RQD=54%
RC 60 60 , 54-1> 100
k
(Slightly Weathered,Moderately Hard,Greenis
Gray,Meta-Siltstone;Highly Fractured,REC= \ L
30 94%,RQD=74% ba 335 -1
CONTINUED ON NEXT PAGE.
WL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WS WD IA BORING STARTED 11/14/14
51 WL(BCR) 1 WL(ACR) BORING COMPLETED 11/14/14 CAVE IN DEPTH
S WL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
I
kCLIENT JOB# BORING# SHEET fil
S.J. Collins Enterprises 28:1811 B-5 2 OF 2
PROJECT NAME ARCHITECT-ENGINEER
ing
I5th Street Station Conspan Bridge Borings
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
5th Street Station, Charlottesville, Virginia
II
NORTHING EASTING STATION ROCK QUALITY DESIGNATION 8 RECOVERY
RQD% -—- REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w • z LL LIMIT% CONTENT% LIMIT%Lo, ,
X 0
LL z F a >- BOTTOM OF CASING LOSS OF CIRCULATION S• w O
w w w w w
I- g SURFACE ELEVATION 365 ft. W > 3 ® STANDARD PENETRATION
o < < CI) X 3 w m BLOWS/FT
= Slightly Weathered,Moderately Hard,Greenish M\,—
Gray,Meta-Siltstone;Highly Fractured,REC=
RC 60 56.4 94%,RQD=74%
Ii -
330 END OF BORING @ 35.00
II 40= =325
— _
k _
_ _
45— —320
ik -
50— —315
— _
II _
_ _
_ _
' 55= =310
60— —305
II WL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WS WD BORING STARTED 11/14/14
WL(BCR) 1 WL(ACR) BORING COMPLETED 11/14/14 CAVE IN DEPTH
I T WL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
II
ICLIENT JOB# BORING# SHEET ii
S.J. Collins Enterprises 28:1811 B-6 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
Eilis-
I 5th Street Station Conspan Bridge Borings
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
I 5th Street Station, Charlottesville,Virginia
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% -—- REC%
Z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w Z -I LL LIMIT% CONTENT% LIMIT%
X • A
p Oz r o L- BOTTOM OF CASING M LOSS OF CIRCULATION 79 Lw O Zo
w w w w
a SURFACE ELEVATION 364 ft. W > 3 ® STANDARD PENETRATION
o < can <CI) 3 w m BLOWS/FT
I 0 — S-1 SS 9 6 Highly Weathered,Moderately Hard,Light Gray, 50/3 50/3 ►e
Meta-Siltstone,Contains Mica —
II — S-2 SS 4 4 50/4 50/4
==-,.:= 360
5 „S-3 SS 5 5 =� 50/5 I 50/5►O
I = WM. 3.1
I _ S 4 SS 4 4 355 50/4 50/4
10—
\S-5 SS 2 2 350 50/2 50/2 .�
R
I 15 _
(ML)SILT,Contains Rock Fragments,Brown,
I —
S-6 SS 5 5 Moist,Very Dense
� 345 50/5 7.34 50/5.►
20—
S-7 SS 1 1 340 50/1 50/1 N
AUGER REFUSAL @ 24.00'
25— Slightly Weathered,Moderately Hard,Blueish
Gray,Meta-Siltstone;Moderately Fractured,
RC 60 60 REC=100%,RQD=80% 80 100-0
I
��\ 335
END OF BORING @ 29.00'
1 30—
I - THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
WL
WS E] WD r] BORING STARTED 11/14/14
I WL(BCR) - WL(ACR) BORING COMPLETED 11/14/14 CAVE IN DEPTH @ 20.50'
IWL RIG D-50 FOREMAN Howie DRILLING METHOD HSA
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I 60
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I • Gray/Dark Brown Lean Clay with Sand 30 21 9 74 CL
1 Project No. 11589 Client: S.J.Collins Enterprises Remarks:
Project: 28-5th Street Station Conspan Bridge Borings
I •Source of Sample: B-3 Depth: 8.50-10.00 Sample Number: D4S-3
I I
I ECS MID-AT
2119-D North Hamilton LANTIC Street , LLC Phone:(804)353-6333
Richmond,VA 23230 Fax:(804)353.9478 Figure
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I 60
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•Orange/Brown Clayey Gravel with Sand,weathered stone 33 23 10 32 GC
I
Project No. 11589 Client: S.J.Collins Enterprises Remarks:
Project: 28-5th Street Station Conspan Bridge Borings
I •Source of Sample: B-5 Depth: 13.50-15.00 Sample Number: D4S-7
I
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2119-D North Hamilton Street Phone:(804)353-6333
Richmond,VA 23230 _ Fax:(804)353.9478 Figure
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