HomeMy WebLinkAboutTangerine Road Aggragate Plant Specific Plan Amendment•
El Paso
Natural Gas Company
April 14, 1994
Mr. Kan Kubacki
Grwtita Construction Co.
Tueacn Branch
Bo: 27557
Tucson, Arizona 85726
Re: R/N 940100 Enc: sand and Gravel Mining Site -
Granite Construction Co., Tuc/Phnx Line (1007),
Pima County, Arizona
P. O. 80X 1492
El PASO. TEXAS 79978
PHONE. 97S•W..600
Dear Mr. Kubacki:
Our Engineering Department has reviewed your plans for the captioned project
and have furnished the following comments:
The set -back of twenty-five feet is acceptable on either side of the easement limits.
• The slopes adjacent to the easement of 1:1 are unacceptable. Minimum slopes discussed were
a minimum of 11 venical to 2' horizontal.
+ The flatter slopes are necessary due to the anticipated 80.100 feet depth of pits
+ Granite Construction Company agrees to maintain slopes to prevent potential degradation of
the 25 foot setback buffer zone. In essence, this zone will always be drivable and flat, with no
discernible erosion evident. An action plait must be provided by Granite as part of our
agreement.
• Seeding is unacceptable to prevent bank erosion on a 1:1 slope. Even with the requested 1':V
to 2':H slope, a better rnethud of slope prutection is required. A vegetative mat, such as jute
or an equivalent, impregnated with seed materitd is better.
• No overburden of any kind will be allowed over the EPNG easement or 25 foot buffo zone.
• Any road crossings over the easement will be tightly controlled and must receive EYNG prior
approval for location and use.
•+ No excavation of the. pit adjacent to the pipeline can commence until Granite
.Construction Company provides evidence that Pima County Flood Control District
has built the proposed soil cement dike on the Santa Cruz River.
K/W 940100
Mr. Rubacki
Page -2-
Should you have any questions, or require further assistance, please feel
free to call Mr. Samuel Carreon, at 915/54.-3013 or Ms. Margie Sanchez of
this office at 9131541-2688.
Very Truly yours,
Z; '
U-
Margie V. Sanchez
Analyst
Securities Group
Right of Way Departm=t
Tffvs
cc: E.O. Denman
S. Carreon
GEOTECHNICAL INVESTIGATION REPORT
Seepage & Slope Stability Analyses for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pira County, Arizona
SHS Job No. E94-78
1S ar
1 B Engineering & Environmental Services
AG RA
Earth & Environmental Group
S r l SHB AG R A INC. 3232 West Virginia Avenue
-• .- �Phoenix, Arizona 85009
1 ' B V Engineering & Environmental Services Phone: 602-272-6848
t -- Fax: 602-272-7239
April 12, 1994
Granite Construction Company SHB Job No. E94-78
Post Office Box 27557
Tucson, Arizona 85726
Attention: Mr. Ken Kubacki
Re: Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
Gentlemen:
Submitted herein is our Geotechnical Investigation Report for the refer-
enced project. The report includes the results of the field investigation,
laboratory analyses and engineering analyses, and presents recommended
design criteria for the slopes of the aggregate pit. One copy of the
SEEP/W analysis also is included.
Should you have any questions concerning this report, please do not
hesitate to contact us.
Respectfully su
SHB AGRA Inc. .
AL
19669
u r.f ENG
By
Ngg.P• ' . E. Q�okessionai
y�av����FICA7F4
G
13872
Reviewed by - LAWRENCE A.
Lawrence A. Hansen, Ph.D. HANS"N
�jBSJD ��
Copies: Addressee (3) g9�ONA.135
klp/94J-1/4-12-94
AG RA
Earth & Environmental Group
TABLE OF CONTENTS PAGE
REPORT
Introduction . . . . . . . . . . . . . . . . . . . . . . . . . 1
Project Description . . . . . . . . . . . . . . . . . . . . 1
Investigation . . . . . . . . . . . . . . . . . . . . . . . . . 2
Site Conditions & Geotechnical Profile . . . . . . . . . 3
Engineering Analysis . . . . . . . . . . . . . . . . . . . . . 5
Recommendations . . . . . . . . . . . . . . . . . . . . . . . . 8
References . . . . . . . . . . . . . . . . . . . . . . . . . . 10
APPENDIX A
Test Drilling Equipment and Procedures . . . . . . . . . . . A-1
Unified Soil Classification System . . . . . . . . . . . . . . A-2
Terminology Used to Describe the Relative
Density, Consistency or Firmness of Soils . . . . . . . . . A-3
Site Plan . . . . . . . . . . . . . . . . . . . . . . . . . A-4
Logs of Test Borings . . . . . . . . . . . . . . . . . . . . . A-5
APPENDIX B
Tabulation of Test Results . . . . . . . . . . . . . . . . . . B-1
APPENDIX C
Figures 1 through 19 . . . . . . . . . . . . . . . . . . . . . C-1
SHB Job No. E94-78
AGRA
Earth & Environmental Group
11
Seepage & Slope Stability Analyses Page 1
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
1. INTRODUCTION
This report is submitted pursuant to a geotechnical investigation made
by this firm of the site of a proposed aggregate pit located about 1
1/2 miles west of the I-10 Freeway along the north bank of the Santa
Cruz River and south of Tangerine Road in Pima County, Arizona. The
object of the investigation was to evaluate the physical properties of
the soils underlying the site to provide recommendations for design of
the slopes for the aggregate quarry.
2. PROJECT DESCRIPTION
Preliminary details of the project plans were provided to us by Mr. Ken
Kubacki of Granite Construction Company (Granite). A pre -proposal
meeting was held at the Flood Control District of Pima County (FCDPC)
office on February 22, 1994 to review the project plans. Based on the
information presented in the meeting and discussions with Mr. Kubacki,
it is our understanding that the quarry will encompass 300 to 400 acres
and have a maximum excavation depth of 100 feet. It is also understood
that soil -cement bank protection along the north bank of the Santa Cruz
River currently is being designed by FCDPC. The height of the bank
protection will vary from 10 to 20 feet and will be sloped at 1:1
(horizontal to vertical). Fifty feet and 140 feet wide easements along
the Tangerine Landfill property and the north bank of Santa Cruz River,
respectively, are being proposed by Granite. It was requested by
Granite and FCDPC that slope stability and seepage analyses be
performed for the required quarry excavation.
W AGR A
Earth & Environmental Group
n
Seepage & Slope Stability Analyses Page 2
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
3. INVESTIGATION
3.1 Previous Geotechnical Investigation
A total of 13 exploratory borings were drilled for the Tangerine Road
landfill project in 1981 (SHB Job No. E81-39). Three of these borings
were advanced to a maximum depth of 380 feet. Two field permeability
tests were performed at depths of 5 and 10 feet. Two laboratory
permeability tests were performed on selected samples. Simplified logs
for the 13 borings logs are shown in Figures 1 and 2 in Appendix C.
The permeability test results are discussed in Section 4.1
3.2 Subsurface Exploration
Three exploratory borings were drilled to a depth of 100 feet below
existing grade. The borings were drilled with a Becker hammer drill
rig, utilized 10 -inch casing advanced with a reverse circulation
percussion hammer. Grab samples were retrieved from selected intervals
in the borings. Three field permeability tests were performed within
selected intervals in the borings. The field investigation was
supervised by Aaron J. Glass, E.I.T., staff engineer of this firm.
The results of the field investigation are presented in Appendix A,
which includes a site plan showing the boring locations and logs of the
test borings.
3.3 Laboratory Analysis
The moisture contents of selected samples recovered were determined.
The results of these tests are shown on the boring logs in Appendix A.
L^ A G R A
Earth & Environmental Group
Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
Page 3
Grain -size analysis was performed on selected samples obtained from the
borings. The results of these tests are presented in Appendix B.
4. SITE CONDITIONS & GEOTECHNICAL PROFILE
4.1 Site Conditions
The site is located approximately 27/a miles southeast of the town of
Marana, adjacent to the Tangerine Road landfill in Pima County,
Arizona. The Santa Cruz River, flowing from southeast to northwest, is
located adjacent and to the south of the project site. The Santa Cruz
River has recently experienced overflow of its banks, resulting in
incised washes which traverse the western -portion of the site.
According to USGS topographic maps, the central portion of the site has
been used as an aggregate and construction materials quarry since early
1967. Presently, the aggregate pits are infilled with soil and rock
materials and coincide with existing grade.
The Qii�act�ie Tangerine Road landfill to the north occupies approxi-
mately 80 acres. The perimeter of the landfill consists of chain-link
fencing and concrete block erosion protection. The concrete bank
protection is present on approximately the lower half of the landfill
embankment. Three monitor wells were observed in the site vicinity and
their approximate locations are shown on the site plan included in
Appendix A.
Vegetative cover predominantly is typical native desert flora including
mesquite, creosote and small brush. Recent river overflows have
AG RA
Earth & Environmental Group
Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
Page 4
deposited various wood, plant and trash debris across the site. The
local topography is generally flat with occasional rolling hills.
4.2 Geotechnical profile
Based on the subsurface exploration data presented in Appendix A, and
the subsurface profile can be described as a three -layer system as
follows:
A. From the surface and extending to a depth of about 16 to 20 feet
below grade, sandy silts and sandy clays predominate. These
soils are slightly moist, weakly cemented, and moderately firm
in their existing condition of low moisture.
B. Beneath Stratum A and extending to a depth of 35 to 45 feet,
sand, gravel and cobble deposits with some clay lenses are
present. These soils typically are slightly moist to moist and
uncemented.
C. Clayey gravels and clayey sands with varying amounts of cobbles
underlie Stratum B and extended to the full depth of the borings
completed for this investigation. Based on the simplified boring
logs presented in Figure 1, these soils may extend as deep as
400 feet.
4.3 Groundwater & Soil Moisture Conditions
No free groundwater was encountered in the borings. Soil moisture
contents were relatively low within Strata A and B, becoming moist
within Stratum C. Based on conversations with Granite personnel,
groundwater was measured at a depth of 275 feet in a monitor well
located adjacent to the Tangerine Landfill.
AGRA
Earth & Environmental Group
•
Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
5. ENGINEERING ANALYSES
5.1 Soil Properties
•
Page 5
Unit weights and strength parameters utilized for the slope stability
analyses were assumed based on the soil descriptions provided in the
boring logs and our general experience with similar soils in the
project area. The assumed parameters are shown in the table below:
Soil permeabilities were estimated based on the open-end test method
recommended by the U.S. Bureau of Reclamation (USBR method E-18). The
coefficient of permeability (k) as a function of cased bore hole radius
(r), head (h) and flow rate (q) is:
k= q
5.5rh
The field permeability test results from the present study and the 1981
SHB study are listed as follows:
Boring
Unit Weight
Friction
Permeability
Soil
Total
Saturated
Angle
Cohesion
Stratum
(pcf)
(Pcf)
(degrees)
(psf)
A
115.0
127.4
32
200
B
125.0
137.4
40
50
C
125.0
137.4
38
100
Soil permeabilities were estimated based on the open-end test method
recommended by the U.S. Bureau of Reclamation (USBR method E-18). The
coefficient of permeability (k) as a function of cased bore hole radius
(r), head (h) and flow rate (q) is:
k= q
5.5rh
The field permeability test results from the present study and the 1981
SHB study are listed as follows:
Boring
Depth
flow rate
Permeability
Soil
No.
(ft)
(qpm)cm
sec
Stratum
1
50
0.66
3.9x10-
C
2
80
4.00
1.5x10-3
C
2
80
4.20
1.6x10-3
C
3
20
16.60
2.5x10'2
B
3
20
20.00
3.0x10-2
B
AG RA
Earth & Environmental Group
Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
Boring
Depth flow rate
Permeability
Soil
No.
(ft) (qpm)
(cm/sec
Stratum
P1*
10 ---
2.8x10-
A
P2*
5 ---
2.8x10-5
A
1**
20 ---
2.5x10-5
C
1**
40 ---
1.7x10-4
C
Notes: * From SHB Job No. E81-39, field tests.
** From SHB Job No. E81-39, laboratory tests.
5.2 Slope Stability Analysis
Page 6
The computer program STABL5, developed by Purdue University
(Archilleas, 1988; Kopperman and Carpenter, 1985)*, was utilized for
determination of the stability of the aggregate pit slopes. Typical
cross sections representing the bench cuts for each stratum, general
slopes without seepage forces for the pit adjacent to the landfill, and
general slopes with seepage forces for the pit area along the Santa
Cruz River were analyzed. Random circular shear surfaces were analyzed
utilizing the Janbu method for the estimation of critical safety
factors. Analysis results are summarized as follows:
Case
Slope
Maximum
Safety
No.
(H:VZ
Depth
Factor
Remark
1
1:1
20
1.48
Single
Lift, Stratum A
2
1:1
20
1.25
Sinlge
Lift, Stratum B
3
1:1
20
1.43
Single
Lift, Stratum C
4
3/4:1
20
1.33
Single
Lift, Stratum A
5
3/4:1
20
1.14
Single
Lift, Stratum B
6
3/4:1
20
1.39
Single
Lift, Stratum C
7
1 1/2:1
100
1.44
General
Slope, No Water
8
1 1/4:1
100
1.24
General
Slope, No Water
9
1:1
100
1.02
General
Slope, No Water
10
1 1/2:1
100
1.18
General
Slope, With Water
*References are listed at the end of this report.
AGR A
Earth & Environmental Group
CI
•
Seepage & Slope Stability Analyses Page 7
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
,Details of the analysis results are presented in Figure 3 through 12 in
Appendix C. The 10 most critical shear surfaces from 100 random cir-
cular shear surfaces are shown in the figures.
5.3 Seepage Analyses
The typical cross section for the aggregate pit along the Santa Cruz
River, assuming 100 feet of easement and a 1 1/2:1 (horizontal to
vertical) pit slope was selected for the seepage analyses. The analyses
were performed utilizing the finite element program SEEP/W Version 2,
developed by Geo -slope International Ltd. (1992). The basic assumptions
for the analyses are as follows:
o Elevation 200 feet is assumed for the crest elevation of the
bank protection. The bottom elevation of the Santa Cruz River is
180 feet, or 20 feet below the crest elevation of the bank.
0 The maximum upstream water level is located 5 feet below the
crest elevation of the bank protection, or elevation 195 feet.
0 Steady-state seepage conditions were assumed, including Cases
1A, 1B and 1C representing the downstream water level located at
100, 150 and 200 feet below existing grade, respectively.
0 For transient flow analysis, the downstream water level is
located at 200 feet below the existing ground, or elevation 0
feet. The initial water level on the upstream side is located at
elevation 20. It was further assumed that the water level will
raise to elevation 195 feet immediately after the Santa Cruz
River is flooded and will remain at this level until the end of
the analysis.
0 Saturated permeability (k,) for the bank protection is 10'8
cm/sec, while k, for Strata A, B and C are 10-5, 3x10.2 and 10-3
cm/sec, respectively.
0 The volumetric water contents (8), which is defined as the
porosity multiplied by the degree of saturation, for soil -cement
and Strata A, B, and C are 0.121, 0.28, 0.40 and 0.40,
AGRA
Earth & Environmental Group
u 0 0
Seepage & Slope Stability Analyses Page 8
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
respectively. The parameter 9 is utilized for transient flow
analysis.
The finite element meshes for both steady state and transient flow
analyses are presented in Figures 13 and 14 in Appendix C. Figure 13
includes nodal numbers and Figure 14 includes element numbers.
Figures 15, 16 and 17 show the results of the steady state flow
analyses for Case 1A, 1B and 1C, respectively. The steady state
phreatic surfaces for each case are shown and the equipotential lines
are plotted as contours. Based on the steady state flow analyses,
maximum gradients of 0.65, 0.48 and 0.26 are estimated for Cases IA, 16
and 1C, respectively.
Figure 18 in Appendix C shows selected phreatic surfaces for various
durations of the ponding computed by the transient flow analyses. Based
on the transient flow analyses, it will require between 2 to 3 months
of ponding at elevation 195 feet on the Santa Cruz River to reach the
steady-state phreatic surface. Since the maximum duration of flow for
the 100 -year storm event may only last a few days, the steady-state
phreatic surface will not fully develop.
6. RECOMMENDATIONS
Based on the slope stability and seepage analyses presented in the
previous sections, it is concluded that general aggregate pit slopes of
1 1/2:1 along the Santa Cruz River will provide adequate stability. A
safety factor of 1.44 was computed for this case. Should a full
phreatic surface develop between the pit and the bank protection, which
is unlikely, the safety factor may approach about 1.2. Considering the
steady state condition may not actually develop, it is our opinion that
L^ A G R A
Earth & Environmental Group
•
Seepage & Slope Stability Analyses
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
•
Page 9
the computed safety factor of 1.2 is indicative of adequate stability
being maintained for the temporary condition of flow in the Santa Cruz
River.
As presented in Section 5.3, maximum gradients in the downstream toe
area for Cases 1A, 1B and 1C are 0.65, 0.48 and 0.26, respectively. It
is our opinion that the potential of piping is minimal, since the
gradients are less than 1.0.
Figure 19 shows a typical cross section of the recommended bench slopes
and general 1 1/2:1 slope for the proposed aggregate pit. The recom-
mended easements along the Santa Cruz River ,and adjacent to the
landfill are 100 and 50 feet, respectively. Minor sloughing on the
slopes should be anticipated, especially when the materials dry after
being exposed. Thus, It is strongly recommended that the 1 1/2:1
general slope be maintained for the entire quarry area.
AGRA
Earth & Environmental Group
Seepage & Slope Stability Analyses Page 10
for Proposed Aggregate Pit
Adjacent to Tangerine Landfill
Pima County, Arizona
SHB Job No. E94-78
REFERENCES
Achilleos, E.,1988, User Guide for PC STABL 5M, Purdue University and
Indiana Department of Highways, Joint Highway Research Project, Report
JHRP-88/19, December.
GEO-SLOPE International, Ltd.,1992, User's Guide for SEEP/W Version 2, A
Finite Element Program for Seepage Analysis, Calgary Alberta, Canada.
Kopperman, S. and Carpenter, J.R., 1985, PCSTABL4 User Manual, Report No.
FHWA-TS-85-229, U.S. Department of Transportation, Federal Highway
Administration, Washington, D.C., October.
AGRA
Earth & Environmental Group
a
TEST DRILLING EQUIPMENT & PROCEDURES
Description of Subsurface Exploration Methods
Auger Boring Drilling through overburden soils is performed with_6 5/8"
O.D., 3 1/4" I.D. hollow stem auger or 4 1/2" solid stem continuous flight
auger. Carbide insert teeth are normally used on bits so they can
penetrate soft rock or very strongly cemented soils. A CME -55 or CME -75
truck -mounted drill rig is used to advance the auger. The drill rigs are
powered with six -cylinder Ford industrial engines capable of delivering
about 7,000 to 8,400 foot-pounds torque to the drill spindle. The spindle
is advanced with twin hydraulic rams capable of exerting 16,000 to 20,000
pounds downward force.
Generally, refusal to penetration of the auger is adopted as top of the SGC
or river -run material, which normally requires other techniques for
penetration. Grab samples or auger cuttings may be taken as necessary.
Standard penetration tests or 2.42" diameter ring samples are taken in
conjunction with the auger borings as needed, with the sampling interval
and type being indicated on the boring logs.
Hammer Drill Drilling with the Hammer drill is accomplished with a Drill
Systems AP1000 drill rig advancing a double -walled drive casing with a
link -belt 180 diesel pile driving hammer, having a rated energy of 8,100
foot-pounds per blow. Where noted on the boring log, the hammer is
equipped with a supercharger which can boost the energy to approximately
12,000 foot-pounds per blow. The supercharger is used only in portions of
the boring where blow counts are relatively high. Cuttings are removed
with compressed air by a reverse circulation process, and are collected in
a cyclone from which grab samples are obtained. The drive casing is either
9" O.D. by 6" I.D. or 6 5/8" O.D. by 4" I.D. and employs an expendable bit
of slightly larger diameter than the O.D. of the casing. Hammer blows
required to advance the drive casing are recorded in 1' increments, as
noted on the boring logs. Standard penetration tests or 2.42" diameter
ring samples taken are noted on the boring logs. .
Odex System The Odex (overburden drilling with the eccentric method)
system, also referred to as the DTH (down -the -hole hammer) system, consists
of a pneumatic -rotary percussion down -the -hole hammer operating at the
bottom being drilled through a 5" diameter steel casing. The eccentric
button percussion bit overreams the boreholes and allows advancement of the
casing. The same compressed air or air -detergent (foam) mixture that
operates the hammer also serves to expel the cuttings from the borehole,
where they can be collected as grab samples. Retraction of the eccentric
drill bit allows removal of the hammer from the center of the casing to
facilitate standard penetration testing (ASTM D1586) where noted on the
boring logs.
A-1
LY A G R A
Earth & Environmental Group
' Sampling Procedures Dynamically driven tube samples are usually obtained
at selected intervals in the borings by the ASTM D1586 test procedure. In
many cases, 2" O.D., 1 3/8" I.D. samplers are used to obtain the standard
penetration resistance. "Undisturbed" samples of firmer soils are often
' obtained with 3" O.D. samplers lined with 2.42" I.D. brass rings. The
driving energy is generally recorded as the number of blows of a 140 -pound,
30 -inch free fall drop hammer required to advance the samplers in 6 -inch
increments. However, in stratified soils, driving resistance is sometimes
recorded in 2- or 3 -inch increments so that soil changes and the presence
of scattered gravel or cemented layers can be readily detected and the
realistic penetration values obtained for consideration in design. These
' values are expressed in blows per 6 inches on the boring logs. "Undis-
turbed" sampling of softer soils is sometimes performed with thin walled
Shelby tubes (ASTM D1587), pitcher samplers, Denison samplers or continuous
' CME samplers. Where samples of rock are required, they are obtained by NQ
diamond core drilling (ASTM D2113). Tube samples are labeled and placed in
watertight containers to maintain field moisture contents for testing.
' When necessary for testing, larger bulk samples are taken from auger
cuttings. Also, representative samples are obtained from the cuttings from
the hammer and Schramm drill rig.
' Boring Records Drilling operations are directed by our field engineer or
geologist who examines soil recovery and prepares the boring logs. Soils
are visually classified in accordance with the Unified Soil Classification
System (ASTM D2487), with appropriate group symbols being shown on the
boring logs.
dj�.11.9�10'b149`
' A-2
LY A G R A
' Earth & Environmental Group
TEST DRILLING EQUIPMENT & PROCEDURES
(CONT.)
Schramm Rotadrill The Schramm T64H truck -mounted drill rig is a top drive
rotary rig capable of up to 85,500 inches/pounds of
torque with a pulldown
capacity of 35,000 lbs. Drilling is performed with
either 4", or larger,
diameter Tricone roller bits or 4" to 6" diameter
down -the -hole hammer.
'
Cutting removal is facilitated by compressed air or
air/water mixtures and
collected in a cyclone. Where noted on the boring
logs, grab samples of
the cuttings were collected. When casing is required
to stabilize the
'
borehole, an Aardvark drill through casing hammer is
utilized, permitting
simultaneous drilling and driving of the casing.
Casing penetration is
recorded on the boring logs in feet per minute.
Standard penetration,
'
2.42" diameter ring samples, Shelby tubes, pitcher tube or Denison samples
taken are noted on the boring logs.
' Sampling Procedures Dynamically driven tube samples are usually obtained
at selected intervals in the borings by the ASTM D1586 test procedure. In
many cases, 2" O.D., 1 3/8" I.D. samplers are used to obtain the standard
penetration resistance. "Undisturbed" samples of firmer soils are often
' obtained with 3" O.D. samplers lined with 2.42" I.D. brass rings. The
driving energy is generally recorded as the number of blows of a 140 -pound,
30 -inch free fall drop hammer required to advance the samplers in 6 -inch
increments. However, in stratified soils, driving resistance is sometimes
recorded in 2- or 3 -inch increments so that soil changes and the presence
of scattered gravel or cemented layers can be readily detected and the
realistic penetration values obtained for consideration in design. These
' values are expressed in blows per 6 inches on the boring logs. "Undis-
turbed" sampling of softer soils is sometimes performed with thin walled
Shelby tubes (ASTM D1587), pitcher samplers, Denison samplers or continuous
' CME samplers. Where samples of rock are required, they are obtained by NQ
diamond core drilling (ASTM D2113). Tube samples are labeled and placed in
watertight containers to maintain field moisture contents for testing.
' When necessary for testing, larger bulk samples are taken from auger
cuttings. Also, representative samples are obtained from the cuttings from
the hammer and Schramm drill rig.
' Boring Records Drilling operations are directed by our field engineer or
geologist who examines soil recovery and prepares the boring logs. Soils
are visually classified in accordance with the Unified Soil Classification
System (ASTM D2487), with appropriate group symbols being shown on the
boring logs.
dj�.11.9�10'b149`
' A-2
LY A G R A
' Earth & Environmental Group
s
n
UNIFIED SOIL CLASSIFICATION SYSTEM
Soils are visually classified by the Unified Soil Classification system on the boring logs presented in this report.
Grain -size analysis and Atterberg Limits Tests are often performed on selected samples to aid in classification.
The classification system is briefly outlined on this chart. For a more detailgd description of the system, see "The
Unified Soil Classification System" Corp of Engineers, US Army Technical Memorandum No. 3-357 (Revised April
1960) or ASTM Designation: D2487 -66T.
MAJOR DIVISIONS IGRAPHld
ISYMBOL
GROUP
SYMBOL
TYPICAL NAMES
��
GW
Well oraded pravels, gravel -sand mixtures.
„ o
=•�:'a� •
or sand -gravel -cobble mixtures.
A in
CLEAN GRAVELS
O::C
(Less than 5% passes No. 200 sieve)
�„ _ c"=
• �:: CP
Poorly graded gravels, gravel -sand mix -
_j „ „
'• f_S�
tures, or sand -gravel -cobble mixtures.
Y
Limits plot below
o
o h
�_ o
0 c n
GRAVELS WITH
••A•' line & hatched zone I
�
GM
Silty gravels, gravel -sand -silt mixtures.
~
X c
FINES
on plasticity chart
Limits plot above
c
o
�
(More than 12%
Z
passes No. 200 sieve)
••A" line & hatched zone
GC
Clayey gravels, gravel -sand -clay mixtures.
Z n
� e
on plasticity Chart
O 0 p
W.
h V
o o ° o SW
Well graded sands, gravelly sands.
1. o n
CLEAN SANDS
° p o
<
ue
(Less than 5% passes No. 200 seive)
. . .
O-
U
° o
�• • • • SP
Poorly graded sands. gravelly sands.
N K Z
D
• I •
h
O n
� �
^
N
Limits plot below
m
SANDS WITH
„A., line & hatched zone
� °
°
°'
$M
Silty sands, sand -silt mixtures.
= o
FINES
on plasticity chart
°
o
•
Limits plot above
D
ii °
(More than 12% passes
Eu
No. 200 sieve)
"A•' line & hatched zone
oo ° o $C
Clayey sands, sand -clay mixtures.
on plasticity chart
3
b�
SILTS OF LOW PLASTICITY
I
Inorganic silts, clayey silts with slight
yr M
y 2"
ILpuid Limit Less Than 50)
ML
185ticit y.
vCi
in „rY`-'
SILTS OF HIGH PLASTICITY
Inoroanic silts, micaceous or diatoms-
Iceous
„ ca
-��7
I MH
silty soils, elastic silts.
(Liquid Limit More Than 50)
Z
>
CLAYS OF LOW PLASTICITY
CLAYS
clay s of low to medium pies -
c ^�
'.e
CL CL
ticity, gravelly clays. Sandy clays, silty
w X °
2
r ofa*
(Liquid Limit Less Than 50)
clays• lean clays.
inV
<
��T
CLAYS OF HIGH PLASTICITY
Inorganic clays of high plasticity, fat
2 l
(Liquid Limit More Than 50)
CH
clays, sandy clays of high plasticity.
NOTE: Coarse grained soils with between 5% & 121,10' passing the No. 200 sieve and fine grained soils with limits
plotting in the hatched zone on the plasticity chart to have double symbol.
PLASTICITY
CHART
DEFINITIONS OF SOIL FRACTIONS
60
SOIL COMPONENT PARTICLE SIZE RANGE
50
x
Z 40
CH
yj
Cobbles Above 3 in.
Gravel 3 in. to No. 4 sieve
> I
I
A LINE
Coarse gravel 3 in. to is in.
V 30
I I
Fine gravel % in. to No. 4 sieve
CL
Sand No. 4 to No. 200
< 20
MH
Coarse No. 4 to No. 10
Medium No. 10 to No. 40
CL�ML
Fine No. 40 to No. 200
10
Fines (silt or clay) Below No. 200 sieve
r
0
30
40
50 60
70 80
90 100
0 10 20
LIQUID LIMIT
_lSAl-SHB AGRA, INC. A-3
'
i B 1 Engineering & Environmental Services
I—
;sB, TERMINOLOGY USED TO DESCRIBE THE RELATIVE DENSITY,
- - CONSISTENCY OR FIRMNESS OF SOILS
The terminology used on the boring logs to describe the relative density,
consistency or firmness of soils relative to the standard penetration
resistance is presented below. The standard penetration resistance (N) in
blows per foot is obtained by the ASTM D1586 procedure using 2" O.D., 1
3/8" I.D. samplers.
1. Relative Density. Terms for description of relative density of
cohesionless, uncemented sands and sand -gravel mixtures.
N Relative Density
0-4 Very loose
5-10 Loose
11-30 Medium dense
31-50 Dense
50+ Very dense
2. Relative Consistency. Terms for description of clays which are
saturated or near saturation.
N Relative Consistency
0-2 Very soft
3-4 Soft
5-8 Medium stiff
9-15 Stiff
16-30 Very stiff
30+ Hard
Remarks
Easily penetrated several inches
with fist.
Easily penetrated several inches
with thumb.
Can be penetrated several inches
with thumb with moderate effort.
Readily indented with thumb, but
penetrated only with great
effort.
Readily indented with thumbnail.
Indented only with difficulty by
thumbnail.
3. Relative Firmness. Terms for description of partially saturated and/or
cemented soils which commonly occur in the Southwest including clays,
cemented granular materials, silts and silty and clayey granular soils.
N Relative Firmness
0-4 Very soft
5-8 Soft
9-15 Moderately firm
16-30 Firm
31-50 Very firm
50+ Hard
cij/M 1-92M2.14-92
A-4
L� A G R A
Earth & Environmental Group
TANGERINE ROAD TO 1-10 _
i3 •
.SAA 7 C
RU
TANGERINE ROAD ti
LANDFILL !/
I
NORTH
RIVER
0 1000 2000
L E G'E N D SCALE I"=1000
(APPROX.)
X FENCE
-G- GAS LINE
___-_- DIRT ROAD
• MONITOR WELL
BORING LOCATION SHB JOB NO. E94-78
SITE PLAN t s`+%I
SHOWING BORING LOCATIONS r 8
f A-5
•
PROJECT Granite Arizreas
haracterizatiol
•
Pape I of 2
LOG OF TEST BORING NO. 1
JOB
NO. E94-78
DATE _ J -3U -v4
0 a 71 RIG TYPE Becker Hammer
T C } O O.0 i BORING TYPE 10" Casing with Pnumatic Hammer
~ O C W vC- L Im
'0 y- SURFACE ELEV.
U O IL U Z OCi OCi3 d„ DATUM
0. n. 3 — N+ U -0 — 14
b b ; �.c Z o o GI � C O A A REMARKS VISUAL CLRSSIFICATION
C� N m O— U r_C.11L0 O(AU
.0
+ +
(L c
❑ —LL
++-+
— LL
— W
e+o C
O m >E
U
t
a
to o
(9 J
0
5
10
15
20
25
30
35
40
slightly
moist
slightly
moist
slightly
moist
SANDY SILT, considerable clay,
trace of fine grained gravel, fine
grained sand, moderately lime
cemented, low plasticity, light
brown
note: hammer begins at l P
note: increase in medium grained
sand & subrounded gravel at 15'
���
' '
ML
'
A
GRAVELLY SAND, some silt,
predominantly fine grained
subrounded gravel, medium to
coarse grained sand, no lime,
nonplastic, light brown
increase in cobbles at 24'
P
2
"A
3note:
SAND, GRAVEL & COBBLES,
trace to some silt, medium grained
sand, coarse grained subrounded
gravel, nonplastic, brown
note: rock constituents
predominantly diorite intrusives
note: sand lens from 24' to 25'
4
A
p
45
50
slightly
moist
1
CLAYEY GRAVEL & CLAYEY
SAND, considerable medium grained
sand, some subrounded cobbles,
coarse grained subrounded gravel,
no lime, medium plasticity, orangish
brown
note: orangish brown, high plasticity
clayis matrix for clayey gravel layer
1 4
A 6 SC
rM lUnueTro i
DEPTH HOUR DATE A - Drill Cuttings A-6
4 none s - 2" O.D. 1.301' I.D. tubes s SHB AGRA, INC.
ample. /
1 U - 3" O.D. 2.42" I.D. tube sample. B ENGINEERING L ENVIRONMENTAL SERVICES
= T - 3" O.D. thin-walled Shelby tube. 1 PHOENIX
-TUCSON.
USN .ABERE OMXICO
SALT LAKE CITY-LAKEWOOD/DENVER
•
PROJECT Granite Aimrev
Characterizatiol
•
Page 2 of 2
LOG OF TEST BORING NO. 1
JOB NO. E94-78 DATE s-su-y4
d N a RIG TYPE Becker Hammer
T C 4-O OL 1 BORING TYPE 10" Casing with Pnumatic Hammer
+- U ~ O C aLi4- Lt+- W' SURFACE ELEV.
L — \ L d 0 U o a V D E E Z W a DATUM
t 4- - 0 IL a d 3 — Y1+- U y-- 111—
a C O L IV L o ro a ° � M� o o a0, � c o a a REMARKS VISUAL CLASSIFICATION
O -u. O grz 0 J (A cn m C]— U r_U1L0 �cn3
50 CLAYEY GRAVEL & CLAYEY
SAND, continued
note: some gravel up to 4" in
55 2.8diameter
note: moist, orange clayey sand lens
from 57' to 69'
60 note: decrease in clay at 70'
SC
note: clayey sand lens from
83' to 84'
65 2.7 - note: interbedded lenses of sand &. !!!
gravel with varying clay content
at 80'
A 7
:.� . _ note: clayey sand lens from
70 — 96' to 97'
75 3.0
80
85 ] 2
90
95 2.7
FT-= Stopped Drill at 100'
100
r.DmunueTCD 1
DEPTH HOUR DATE A Drill Cuttings- SHB AGRA, INC. A-7
Q none S ' 2" O.D. 1.38" I.D. tube sample. ENGINEERING i ENVIRONMENTAL SERVICES
1 U - 3" O.D. 2.42" I.D. tube sample. _ B
T - 3" O.D. thin-walled Shelby tube. �RENO/SPARKS-NXCOOBER UE
PASMX
SALT LAKE CITY -LAKEWOOD/DENVER
PROJECT Granite A¢Paye 1 of 2Qreoate Pit
Characterization LOG OF TEST BORING NO. 2
JOB NO. E94-78 DATE 3-30-94
VN a RIG TYPE - Becker Hammer
� C -- O OL I BORING TYPE 10" Caslue with Pnumatic Hammer
+- U ~ C d 4- L4 --4---
t+- W 'O V- SURFACE ELEV.
LL -- d 'd U W IL 7 CC d W- DATUN
i - \ L O U OIW�- NO
+- t- 0 a 0. a 3 - Nt U 4- to
DI
a c d L b� ci°. �° b m ° � M� o o a L c o a A REMARKS VISUAL CLASSIFICATION.
U. OWE OWE CD J I cn Ich to I Q- U =UtLO Ptnc.)
0 slightly SAND, trace of fine graiend
moist subangular to subrounded gravel,
trace to some silt, fine to medium
grained, poorly graded, nonplastic,
5 "+ light brown
Sp
note: occasional coarse grained
gravel & small cobble lenses from
13' to 16'
10
15 0.2
e
SANDY GRAVEL, trace of silt & '
A2 slightly clay, fine to medium grained sand,
G P moist subrounded gravel, nonplastic,
20 +' :' brown
note: decrease in sand & increase in
cobbles below 22'
25 SAND, GRAVEL & COBBLES,
trace of silt, predominantly medium
slightly grained sand, subrounded gravel &
moist
cobbles, nonplastic, brown f
S —
30 � note: orange, poorly graded medium
-GP grained sand lens from 32' to 33'6"
-� i
35 0
a_
40
CLAYEY SAND & CLAYEY
slightly GRAVEL, trace of silt, trace to
45 moist to some cobbles, predominantly
ISCI moist medium grained subangular sand,
GC fine to medium grained gravel,
medium plasticity, orangish brown
50
GROUNDWATER SAMPLE TYPE
DEPTH HOUR DATE A - Drill Cuttings so SHB AGRA, INC. A-8
Q none S - 2" O.D. 1.38" I.D. tube sample.
1 Um
3N O.D. 2.42" I.D.I.D, tube sample. ENGINEERING L ENVIRONMENTAL SERVICES
_ B PHOENIX- TUCSON - ALBUOUEROUE
T - 3 O.D. thin-walled Shelby tube. �� RENO/SPARKS -EL PASO - MEXICO
SALT LAKE CITY -LAKEWOOD/DENVER
PROJECT Granite rization re ate Pit Pape 2 of 2
haracteLOG OF TEST BORING NO. 2
JOB NO. E94-78 DATE 3-30-94
W Na RIG TYPE Becker Hammer
a C a L °o O.0 I BORING TYPE 10" Casine with Pnumatic Hammer
+- U O C 414- L+-+- — w SURFACE ELEV.
LL — d o► u d a O C C d d — DATUM
t - t o v+aa,s- Mo
+ .- - d a a s 3 - a+ u 4-- w-
40 C 0O1 � b � o rt A ° 31 W L.0 � o O W � c oo- o REMARKS VISUAL CLASSIFICATION
C3—LL 10 W E 0 J to I to to C)— U EUfL0 =)toU u
50 moist CLAYEY SAND do CLAYEY
GRAVEL, continued
note: clayey sand & gravel
55 I 1 interbedded in lenses I' to 3' thick
below 54'
note: clayey sand lens from
?� 54' to 56'
60
note: hard layer at 65'
note: thin yellowclaylens at 67',
l possible weathering product
65
Gy C note: fine grained sandy clay lens
from 69' to 70', grades to clayey
sand at 71'
70 note: gravel & cobble are
predominantly quartzite
note: clayey sand, coarse graiend
from 76' to 78', fine grained gravel
75 1 1 with clay matrix at 79'
note: clayey sand lens, medium
coarse grained from 87' to 90', trace
of coarse grained gravel, clayey
80 sand, medium grained with
occasional coarse grained gravel &
cobble lens from 90' to 100'
0.8
85
/..
90/
95 0.8
Stopped Drill at 100'
100
GROUNDWATER SAMPLE TYPE
DEPTH HOUR DATE A - Drill Cuttings s / SHB AGRA, INC. A-4
Snone S - 2" O.D. 1.38" I.D. Lute sample. /
1 U - 3" O.D. 2.42" I.D. tube sample. B ENGINEERING i ENVIRONMENTAL SERVICES
ERQUE
T - 3" O.D. thin-walled Shelhy tube. ,1— RENO/SPARKS -ELL PAS- TUCSON OLBMEXICO
SALT LAKE CITY -LAKEWOOD/DENVER
PROJECT
JOB NO._
DATE
R
L J
P."1of2
LOG OF TEST BORING NO. 3
L
+- +-
a.
O—LL
+-
—
— W
:a
O=
V
t
� o
CD —j
arosA
I to
v 0 T
— 1
a C o of
to
~ 0 C 04+- L+-+- '
O a U '0010013 7;C
4 -00-
c
o
N O— U E:UG.O MWL)
RIG TYPE Becker Hammer
BORING TYPE 10" Casing with Pnumatic Hammer
SURFACE ELEV.
DATUM
REMARKS
VISUAL CLASSIFICATIONCW
0
slightly
moist
SAND, trace to some silt, trace of
gravel, predominantly medium
grained, nonplastic, brown
_
P
0.35
0
15
20
25
30
5.
slightly
moist
slightly
moist
SANDY SILT, trace to some clay,
some coarse grained gravel,
predominantly fine to medium
grained sand, nonplastic to low
plasticity, light brown
"?
:.�.`I
::".'
ML
GRAVELLY SAMD, trace of silt &
clay, predominantly fine to medium
grained sand, subangular to
subrounded gravel, nonplastic,
brown
note: coarse grained gravel &
cobbles from 24' to 25'
SP
4
35
40
45
50
�
�fGP
f
f
� /-o
SAND, GRAVEL & COBBLES,
trace of silt, predominantly medium
grained sand, subrounded gravel &
cobbles, nonplastic, brown
note: fine to medium grained sand
lenses interbedded from 36' to 39'
note: sandy gravel lens, fine grained,
subrounded from 39' to 40', increase
in sand from 40' to 44'
CLAYEY SAND & CLAYEY
GRAVEL
0.7
0.7
GC
eon neni uten 1
DEPTH HOURDATE A - Drill Cuttings SHB AGRA, INC. A-10
QS S 2" O.D. 1.38" I.D. tube sample. g ENGINEERING ENVIRONMENTAL SERVICES
.� U - 3M O.D. I.D. tube sample. PHOENIX• TUCSON • ALBUQUERQUE
fEI
T - 3 O.D. tthinhin- veiled Shelby tube. 1 RENO/SPARKS -EL PASO . MEXICO
SALT LAKE CITY •LAKEWOOO/DENVER
• i
Pape 2 of 2
PROJECT Granite haracterization Aggregate Pit LOG OF TEST BORING NO. 3
JOB NO. E94-78 DATE 3-31-94
V N RIG TYPE Becker Hammer
a C ,- o of i BORING TYPE 10" Casing with Pnumatic Hammer
+ U ~ O C W 4- L+ -4- V �► SURFACE ELEV.
LL — 01 a U 01 O. =CCW W —C
.0 O U 0! 0! DATUM
— \ L 3 �- M O
+- + — 01 O D_ IL 3 -- *- U v-- N
W C d L m � o b a ° �M V O O W L c o- a REMARKS VISUAL CLASSIFICATION
O—U- ow E (D J I N (n I m O— U :CUD_O Du)u U
50 _ slightly CLAYEY SAND & CLAYEY
moist GRAVEL, trace of silt, trace to
some cobbles, predominantly
medium grained sand, subrounded
55 0.8gravel, medium plasticity, orangish
brown
note: clayey sand, fine to medium
grained, trace to some fine grained
60 gravel from 53' to 58'
note: clayey sand & clayey gravel
interbedded below 53'
65 1.3note: hard cobble layer at 62'
. = note: clayey sand layer from 79' to
81', medium grained, some gravel
fes"
70/
75 1 1
80 CLAYEY SAND & GRAVEL, trace
slightly of silt, trace of cobbles,
moist predominantly medium grained,
subangular to subrounded gravel,
medium plasticity, orangish brown
85 0'
note: coarse grained gravel &cobble
SC lens from 90' to 93'
note: fine grained sand lens, some
90 clay, some gravel from 99' to 100'
95 0A
Stopped Drill at 100'
100
GROUNDWATER SAMPLE TYPE _I
DEPTH HOUR DATE A - Drill Cuttings y s SHB AGRA, INC. A-11
1l none S - 2" O.D. 1.38" I.D. tube sample. �� g ENGINEERING i ENVIRONMENTAL SERVICES
1 U - 3" O.D. 2.42" I.D. tube sample. PHOENIX- TUCSON- ALBUOUEROUE
T - 3 O.D. thin-walled Shelby tube. t RENO/SPARKS -EL PASO - MEXICO
SALT LAKE CITY-LAKEWOOD/DENVER
SERGENT, HAUSKINS 8 BECKWITH
+S +
1�+
TABULATION OF TEST RESULTS
Job No. E94-78
W/0 1
HOLE UNIFIED SIEVE ANALYSIS-ACCUM % PASSING LAB NO
NO DEPTH CLASS L.L. P.I. #200 #100 #50 #40 #30 #16 #10 #8 #4 .25" .37511.511
.7511 1" 1.511 211 2.511 39, 3.581 411 611 861 1081 1241
Z 7'-10, NA NV 50 69 86 92 96 99 99 100 4-78-1
2 17'-20, NA NV 4.4 7 15 19 23 32 41 43 53 60 67 71
80 84 90 96 100 4-78-7
2 55'-59' NA NV 9.9 12 17 19 22 29 36 37 42 43 52 58
67 75 81 90 100 4-78-8
AG R A B-1
Earth & Environmental Group
•
Figure 1 — TANGERINE LANDFILL BORING LOGS B-1 TO B-3 (SHB E81-39)
425 B-1
B-2
B-3
SM—SP
SM
375 SP—GW
Sp
ML—SM
GW—GC
W—SC
S
SW—SC
SC
I GC
325 SW—SC
I
SC
GP
Sw
iSP
275
SC
SP
SM
SC—GC
225
i
SM
i
Sw—SM
SC—SM
5w
175
j SP
SM
sw—SC
SP—SC
125
SM
SW—SM
SC
GW
75 SC
SP—SM
SC
Sw—SC
Is I SHB AGRA, INC.
~1I Engineering & Environmental Services
.t.
Project 7-4 nn YC A, e
Job No. 'PN --78'
Computed by: SSG Ckd. by:
Date .4 Page of C-1
I_ •
•
1 -4_
jp7i SHB AGRA, INC.
IP"811 Engineering & Environmental Services
t
Project !G'!&%wr,t'C
Job No. U-26
Computed by: <.SL Ckd. by:
Date C!—/1 -f (/-Page_ of C-2
Figure 2 —TANGERINE
LANDFILL BORING LOGS
B-5 TO B-10
(SHB E81-39)
405
B-5
B-6
B-9
B-10
400
5
Sw 3
15
15
SW—SM
395
5
SP—SM 36
22
16
CL
390
22
ML 14
15
SM
39
CH
24
13
385
32
9
35
12
SM—SP
SP
380
62
24
; 100
SP
68
375
50/3-
370
1 -4_
jp7i SHB AGRA, INC.
IP"811 Engineering & Environmental Services
t
Project !G'!&%wr,t'C
Job No. U-26
Computed by: <.SL Ckd. by:
Date C!—/1 -f (/-Page_ of C-2
O
� b
U�
rn
m
� h
d
U)
Q
X73
a
w m
CO
a�E-
w
0-
M
o-
�
Cl
7
II
II
Tm
=
a
Z
v
a
a
! m(
o
wo
sx
�,
c
�'
^t
o
0
�
h
�
�
�
O
z
z
�
0
w
a
0
�
o
a
�
�
U
a
�
O
U
�
d
PLC
�
W
o
W
0
c
0 0
o
O
o 0
C-3
1
1
1
1
1
1
1
1
1
5. 5
0
O
o
O
0
to
0
0
0
co
0
CQ
0
Cl
0 0 0 0 0 0
C-4
. 4
1
ryM�
w
4r
�
U
U
Q •b
co
4
�
a
a
Ir
z
i
Cz~
CQ
C
^f
II
II
�
H
d
o
�
z
o
�
z
0
w
a,
�
o
a
o
�
U�
�
�
o
Lo
CQ
d
U
�
�
E-
5. 5
0
O
o
O
0
to
0
0
0
co
0
CQ
0
Cl
0 0 0 0 0 0
C-4
O
co
0
0
0
:IID
0
CQ
0
0
0
c-5
.a
co LO �
M
m
� y
U
V)
3
a
w m
Q
®
O
H
C4
II
V W
U
Q *a
o�
co
co
m
r•7
I I
i 4
W
9
M W
V►
�
w
+
_1 m f
U1
G
a
to
C\2^f
w
�
li
o
a
H
W
d
O
Z
.�
C)
0
w
w
�
o
a
o
a
�n
�
1
`o
Ol
W
II
�
U
a
tf�
U
d
L=,
rte•
W
W
�
O
co
0
0
0
:IID
0
CQ
0
0
0
c-5
o�
co LO �
M
N
O
co
0
0
0
:IID
0
CQ
0
0
0
c-5
. ....... .........
� b
/\ m
11
�
F
a H
w
w
U1
Oo
u
Q c
II
II
� W
U
U
Q b
a
0 -
0
C
tb
F
L=r
W
w
"�,
4-
1 m t
O
a,
�-
CQ
O
O
CQ
^ t
H
�
II
II
O
ice-+
z
�
A
x
�
o
�
o
M
--{
w
a
�
o
a
o
x
�
O
CNI
�
M
�
11
U
�
U
C�
E-
�
W
F=
cn
m
a
a
a
co
0
O
a O 0 O 0 O O
co 0 w M cit
C-6
0
b
O
0
co
0
to
0
0
M
0
1-4
0
O 0 0 0 0 0 0
co d' co Cit
C-7
Vo
W
m
� H
P4
a
�m
o
�
11
I I
tm�
V ,
W
U
U
Q b
o
CQ
0
cc4
C:3
9
9
�,th
//.��
Y/ W
C~!2
v]
v
1=4
a
1� m I
E-+
w
W
a
Ln
CQ
C\2
f
O
�
'4
C\2
►H7
11
i l
E-+
O
A
z
�
�
o
o
w
0.'
o
�
o
x
V
�
II
U
o
..
E-
W W
y,
r�
W
W
�
0
b
O
0
co
0
to
0
0
M
0
1-4
0
O 0 0 0 0 0 0
co d' co Cit
C-7
0
O
co
O
0
in
0
0
0
1-4
O
O O O O O O o
ca M
C-8
� a
V
Z m
� H
U
v
V
c�
C
o�
co
q1
m
W
s
015
W
w
Z
a
, m l
i i
w
�
u
CQ
x
H
C
C
. �
C)
0
w
a
�
O
O9
U)
w
C0
co
Ci
U
O
..
E-
U
L=.
�
W
w
�
0
O
co
O
0
in
0
0
0
1-4
O
O O O O O O o
ca M
C-8
o 0 C
►n �t o ►n Ckt
0
CQ
CNI
M
0
0
C-10
■ a
m
w C
C
O
,R
v W
W
� b
�
4
MS
4
A
015
�
t
W
�
O�
t�
Ey
z0
A
W
C7
?;
o
x
o
o
�
�
II
U
..
O
Ey
O
U
�
W
�
W
W
co
o 0 C
►n �t o ►n Ckt
0
CQ
CNI
M
0
0
C-10
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
0
CIt
O
kn
Cu
4
0
ko
in
C\t
0
CC\t 0 CQ 0
c -1i
Vo
Z o
a H
w C
a�
O
w
x
�m
V/ W
Z
d
a
^t .
O
a
�
d
x
H
w
z
W
�
�
o
A
z
x
C
0
LrD
C)
v
..
a
0
,..�
.-�
E•
U
�X4
�
W
W
�
0
CIt
O
kn
Cu
4
0
ko
in
C\t
0
CC\t 0 CQ 0
c -1i
CD bn o o ►n O
CQ O 0 cit
t2 1
to
N
0
in
.-4
to
CQ
0
u�
Lo
cli
C-12
� a
Um
m
� y
w C
am
oc 0
W
Q *D
4
,C
m m
m
�
�
�
N W
W—�
U
1M
li
-t�
C1-4
a
a
�
w
o
A
�
o
0
O
0
CQ
O
�
U
II
a
�
v
W
�
y.
w
�
w
w
�
CD bn o o ►n O
CQ O 0 cit
t2 1
to
N
0
in
.-4
to
CQ
0
u�
Lo
cli
C-12
0
•
mom
EMEEEE
E_
W-1
EEMEE
EMUN
MOM
min
mmRAl3l3m_l______EEEE
E
RIPIAIR Innt
MEE
-
EEE
Im%
EEE
E
EE
Ilminmimm
130M.-
HIMMLI
lolmloolm
E
noun
Igno
m
EEE
loommommmomma
limEmmimmimimm
E
in -
zm
Imovolomno -
EEEE
nnoonom AMID
EEE
lummommumme Ell
EEEE
in H: in- H: n: nz : nz m- nz
11393MIDGIM13010
Emm
anon
SEIM
E
BMW
0 Jim
9iI�
is
is
h
IWO
vz
� aa,n#x
k tr
Nil
�
'ua
a;
Viaa4
t '.
1¢:c,+ R:
�.
.7f
yf ,
�. .rimi 31: dpQi_ �•. . �•':i. N>��}.'� u,:,.�f 4
ggMW 4M
AIR, x: x n: ?I
to
R r. al Rift
$
Xi V it II g �Q
-r�
,; IM, A 11 2-v- ,Z
i5: 21M
w
�:. r4S1� ►A 1�! :.ip5. �i?+' Tai LTi 7S� 7S 7~i" 7S - _,
-
'�'
'R A: -R` seAQw2RR
z k..: R m P -'a A ]a:
-
FYn. �y iva i.� 1'G $ IV' !Gc- � !G y�z
: Tv F' K !G -� Thr' .5xT'a �'-,,�-
,F.':r,_
••^#
� tl..
9-0 91
s � � _�'=-g.= .� sig ��-, � '�:�t-� �� �� .'��
�,�.
�
�• �=
3
7`
i r j�l.�, a��.. - '•x. r T'd 3��"' ?.1sa
ti r'
�.:^v5
_„_�
in�itR"
�'�^a,:_. .�sa .K�rslw ��..'-�""�-�' r�'',k,"y�• -LLQ.
�`�i.�'
�'-._
_ xv..:;�'
N
N
I
L I I I I I L I I I I I I
1
i e
C-14
a
r
C-15
CD
Do E
I
v
W
r
O
C-16
2
i
C-17
N
Am
(ZD U') O Lr) O LO C7
Z- LO of
CQ
cli
a
CQ
O
O
CMZ
0
C-19