University of Nevada Reno
/ THE CONSTRUCTION AGGREGATE POTENTIAL OF GEOLOGIC DEPOSITS
STOREY COUNTY, NEVADA
A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Geological Engineering
by
Peter Robert Kraatz \W
April 1989 MINE* jL li *r a r t
T i i e s ( . 3 4?^
The thesis of Peter Robert Kraatz is approved:
Dean Graduate School
University of Nevada
Reno
April 1989 ii
ACKNOWLE DGEMENTS
The author gratefully acknowledges the assistance of several individuals including Dennis Bryan, Jack Quade and the entire crew of Engineering Testing Associates. Dennis Bryan was helpful in conveying his extensive knowledge of construction aggregates and initially suggesting the thesis topic. Jack Quade assisted in every way possible by helping me collect important data and giving me unobstructed access to the field area. I especially thank the technicians of ETA for always keeping the laboratory available for my use to perform aggregate tests and Donna Vineis for happily committing her free time to help me type the thesis and complete other related paperwork.
The author sincerely thanks the owners of Storey County Properties, especially Harold Lucey and Procter Hug who gave me the opportunity to conduct the thesis through their authorized property access and substantial financial assistance.
I lastly wish to acknowledge the late Lowell D. Kraatz who gave me constant inspiration to complete this project. iii
ABSTRACT
The northern portion of the Virginia Range in Storey County, Nevada contains geologic deposits that exhibit various qualities of potential construction aggregate. Three major volcanic formations are classified as high potential aggregate. Washington Hill, an extrusive rhyolite dome, has been proven through various physical tests to contain strong and durable lightweight aggregate acceptable in construction products such as Portland cement concrete, asphaltic concrete and aggregate base.
The easy access and close proximity of Washington Hill to Reno-Sparks enables this aggregate source to become economically mineable. The adequate reserves of Washington Hill could provide 5 million tons of aggregate annually for
approximately 120 years, however, the rippability of the rock varies from moderate to difficult. Blasting, a high production cost for low value to weight ratio commodities, may be needed to facilitate aggregate extraction. Current increase in local population will prompt the development of high cost aggregate sources. iv
CONTENTS
INTRODUCTION...... £ overview...... !!!!!!!!!!!!!!!!!!!! What is Construction Aggregate?...... !!!!!!!!!!!!!2 Importance of Construction Aggregate to Society...... Site Planning and Land Zoning for Aggregate Mining...... Aggregate Investigation Site...... """*8 IDENTIFICATION AND EVALUATION OF POTENTIAL CONSTRUCTION AGGREGATE...... 9 Introduction...... 9 Identification of Potential Construction Aggregate...... 11 Field Evaluation of Potential Construction Aggregate...... 15 Laboratory Testing of Potential Construction Aggregate...... 19 Laboratory Tests to be Performed...... 21 Sampling Aggregate Deposits...... 32 AGGREGATE INVESTIGATION OF THE WASHINGTON HILL AREA..... 3 3 Introduction...... Location and Geographic Setting...... 35 Physiography...... Scope of Work...... ’ 37 Previous Work...... I I I I 38 Regional Geology...... 39 Kate Peak & Alta Formations...... 39 Mineralization...... Washington Hill Rhyolite...... 42 Truckee Formation...... 44 Structure...... 45 Site Specific Geology...... 52 Field & Laboratory Test Data...... 60 Chemical Composition & Specific Gravity...... 60 Petrographic Analysis...... 62 Aggregate Quantity...... 63 Rippability Analysis...... 63 Rippability Costs versus Drilling & Blasting Costs...... 65 Deposit Statigraphy...... 66 Concrete Mix Designs...... 66 MARKET ANALYSIS OF THE WASHINGTON HILL AGGREGATE...... 70 Aggregate Qualities of Washington Hill...... 70 Additional Characteristics of Washington Hill...... 73 Summary of Washington Hill Aggregate Qualities..... 75 Supply and Demand of Aggregate in the Reno-Sparks Area...... 76 CONCLUSIONS AND RECOMMENDATIONS...... 79 REFERENCES...... 83 V
CONTENTS (Continued)
APPENDICES Appendix 1. Permitted uses in A-l First Agricultural Districts & applications required for the extraction of construction aggregate in Washoe County, Nevada.... 99 2. Definition of Rock Fracturing...... 120 3. Seismic velocity charts, estimating ripping production, & Rippability Analysis of Washington Hill...... 122 4. Standard Specification for Concrete Aggregates (ASTM C33) & Standard Specification for Lightweight Aggregates for Structural Concrete (ASTM C330)...... 5. Identification and Evaluation of Potential Construction Aggregate Sources, Storey County Properties, Storey County, Nevada...... 142 6. Concrete Aggregates for Auburn Dam...... 178
ILLUSTRATIONS PLATES Page Plate 1. Geologic Map of the Washington Hill Area...... (In Back Pocket) 2 . Location Map of Current Aggregate Producers in the Reno-Sparks Area..... (In Back Pocket) I. Aggregate Potential Map of Appendix 5 ...... (in Back Pocket)
FIGURES Page Figure 1. View of Washington Hill looking south from Long Valley Creek...... 36 2 . Section of stratified air-fall tuff along the north margin of Washington Hill.. .46 3. Section of waterlaid tuff along the southwest margin of Washington Hill.. . 47 4 . Exposure of volcanic conglomerate and air-fall tuff near the southwest margin of Washington Hill...... 48 5. Exposure of volcanic conglomerate and mudstone near the northwest margin of Washington Hill...... 49 vi
ILLUSTRATIONS (Continued)
FIGURES (Continued)
Figure 6. Exposure of low-angle fault along the Pa9G northeast margin of Washington Hill..... 54 7. Exposure of trough-shaped structure along the north side of Washington Hill...... 55 8. Close-range view of Figure 7...... 9. View looking north along the west side of* Washington Hill...... 10. View looking east from the west side of Washington Hill......
TABLES paa Table 1. Material characteristics and their significance in the performance of concrete...... 2. Chemistry analysis of Washington Hill ....!.*!!! 61 3. Laboratory test data for Washington Hill coarse aggregate (ASTM C330)...... 86 4. Laboratory test data for Washington Hill fine aggregate (ASTM C330)...... 87 5. Concrete mix design no. LW185...... 88 6. Concrete mix design no. LW186...... ]s9 7. Concrete mix design no. LW187...... 90 8. Laboratory test results of mix no. LW185....!.'91 9. Laboratory test results of mix no. LW186...... 92 10. Laboratory test results of mix no. LW187...... 93 11. Laboratory test data for Washington Hill coarse aggregate (ASTM C33)...... 94 12. Laboratory test data for Washington Hill fine aggregate (ASTM C33)...... 95 13. Concrete mix design no. LW199...... 96 14. Laboratory test results of mix no. LW199....!.’97 15. Linear plot of compressive strength and water/cement ratio...... 98 1
INTRODUCTON
Overview
This thesis is a presentation of the procedure under
taken to identify, evaluate, extract, process and market
construction aggregates, with aggregate acceptable for use
in Portland cement concrete emphasized. Identification and
evaluation of construction aggregate requires both a know
ledge of geology and the physical characteristics necessary
for product use. Extraction of suitable aggregates must be
assessed in terms of their rippability, or the degree of
difficulty to crush a mass of aggregate material into
workable size. The degree of rippability of an aggregate
deposit determines the machinery types to be used and mode
of operation to be utilized for extracting and processing this resource.
To successfully market an aggregate deposit, the
aggregate producer must understand local land zoning
regulations and estimate the production and market share of
other producers. The producer must also investigate current
economic conditions that will directly effect his production which may include: 1
1. Relationship between the supply and demand of
constuction aggregate. 2
2. Population rate.
3. Physical conditions of transportation system.
4. Aggregate hauling rates.
5. Comparison of distances to supply areas from
current mines and potential mine.
6. Accessibility of potential mine from major
transportation network.
Each of these economic factors must be evaluated to deter
mine how a new aggregate source might perform in the local
market. All aspects that may effect aggregate production
should be investigated in order to determine if a deposit
is potentially developable.
What is Construction Aggregate?
ASTM (1987) describe aggregate as "granular material,
such as sand, gravel, crushed stone, or iron blast-furnace slag, used with a cementing medium to form hydraulic-cement concrete or mortar, or used alone as in railroad ballast or road base material." Woods (1960) describes aggregate as
"an aggregation of sand, gravel, crushed stone, slag, or other material of mineral composition, used in combination 3
with a binding medium to form bituminous and Portland
cement concrete, macadam, mastic, mortar, plaster, etc., or
alone as in railroad ballast, filter beds and various
manufacturing processes such as fluxing, etc."
An aggregate's potential for use in Portland cement
concrete is emphasized because of the normally high demand
of concrete. Concrete must contain strong and durable aggregate for construction uses. If aggregate is proven to be acceptable in concrete, then it will likely be suitable in asphaltic concrete and aggregate road base since these products must also be comprised of similar quality aggregate.
The specifications for construction fill products such as common borrow normally require less demanding physical qualities which can be found in several material types and geologic deposits.
Importance of Construction Aggregate to Society
In the Reno-Sparks Area there is a consistent rate of increase in the use of Portland cement concrete, asphaltic concrete and aggregate base (Bryan, Oral Communication,
1987). In other growing communities a similarly increasing rate of demand for construction products is likely evi dent. According to the NCSA (1980), "the concrete industry currently produces millions of cubic yards of portland 4
cement concrete per year for a multitude of applications
including highway pavements and bridges, airports, com
mercial structures and high-rise buildings, residential
homes, sewage and water treatment facilities, dams and many
other public and private projects. Because of the versa
tility, durability, and economy of concrete as a building
material, its use has increased through the years and is
expected to further increase in the years ahead."
Asphaltic concrete is similarly important to society,
being used in many pavement applications from public road
systems to commercial and private facilities. In addition,
NCSA (1981) explains that asphaltic concrete has been found very useful in nonpavement applications such as built-up roofing, linings for reservoirs, ponds, canals and other hydraulic features, sidewalks, curbs, gutters, industrial floors, playgrounds, recreational areas such as tennis courts and athletic fields, and bicycle paths.
Aggregate base or granular base course material provides a strong, non-yielding surface beneath roadway sections and building foundations. It is an essential construction material for most engineered projects.
The availability of construction aggregate is impera tive in our structure dependent society. Schellie (1963) indicates that "with the anticipated population in the
U.S., basic building material will become even more vital to our continued well-being." 5
Site— Planning and Land Zoning for Aggregate Mining
In Washoe County the extraction of construction
aggregate must be approved by the Department of
Comprehensive Planning through the issuance of a special
use permit. Land contained in A-l First Agricultural
Districts is permitted to be mined after application
approval (Nelson, 1988). Appendix 1 includes an excerpt
from the Washoe County Zoning Ordinance that describes the
permitted uses in A —1 First Agricultural Districts.
Appendix 1 also includes the special use permit application procedures that must be completed and submitted to the
Washoe County Department of Comprehensive Planning for approval by the Washoe County Planning Commission.
As shown in Appendix 1, several requirements must be met in order to develop an aggregate pit. Even if the special use permit and final mining plan procedures are satisfactorily completed, amendments to these applications can still be made during public hearings and reviews by various agencies including the Board of County
Commissioners (Nelson, 1988). The commission should be comprised of people that realize the importance of construction aggregate to the local economy. In 1977, the
State of California extracted and processed an estimated
694 million dollars worth of sand and gravel used in various construction products (Reining, 1979). Nevada similarly faces high demands for construction aggregate. 6
The current Washoe County mining applications require
adequate reclamation plans for aggregate mines so that the
land can be reused after mining cessation. It is the
aggregate producer's responsibility to conform with the
reclamation mining plans in order to protect the practical
allowance of aggregate extraction.
A local reclamation plan was recently implemented by
Helm's Construction, a local aggregate producer. The
reclamation mining plan included the construction of terraced flat surfaces for structures to be built upon.
The reuse of mined areas is vital in any growing metropoli tan area such as Reno and Sparks since extractive aggregate sites need to be close to the point of product use where the demand for space is pressing and acute (Schellie, 1963).
One of the public's biggest complaints of an aggregate pit is its often unsightly appearance largely due to the failure of conforming to a mining plan. Failure to follow reclamation mining plans can cause the public to endanger the success of other producers and the entire construction product industry. Schellie (1963) explains that "the relationship of a construction aggregate site to the point of use will necessarily continue to be in close proximity unless public action prevents the extractive site from being ideally mined or a technological breakthrough in the distance-cost factor of the transportation of construction materials should occur." 7
Aggregate producers should be certain that their mines conform to their approved site designed mining plans since the mined land is so often visible to the public and fre quently located on real estate highly desireable for other uses.
Construction aggregate mining is industrial by nature, but Schellie (1963) indicates the several unique character- istics that make it different from other forms of industry;
1. Aggregate mining can only function where nature
has deposited its raw materials.
2. Aggregate mining is self-consuming or nonrenewa
ble— the longer a pit operates the shorter is its
remaining life span.
3. The value to weight ratio of construction aggre
gate is extremely low, making transportation dis
tance to the market of unusual significance in
establishing a site's utility. 8
These factors are usually overlooked in community zoning
establishments so that the industry must require special
consideration in any land use plan and subsequent zoning
regulations. if possible, the primary emphasis regarding
the development of aggregate deposits is finding the
optimum geographic location that minimizes undesirable
influences of removal and assures minimum transportation costs.
Aggregate Investigation Site
This thesis describes the aggregate investigation performed at Washington Hill in Storey County, Nevada (See
Plates 1 and 2). The types of laboratory testing and field observations utilized to evaluate Washington Hill are discussed and test results of material sampled at the project site are analyzed.
Washington Hill is also evaluated for its economic feasibility of obtaining and sustaining aggregate produc tion of construction aggregate. Physical and marketing characteristics of the Washington Hill aggregate are compared to other local productive sources.
Field work, laboratory analysis and economic evalua tion of Washington Hill were performed during 1987 and 1988. 9
IDENTIFICATION AND EVALUATION OF
POTENTIAL CONSTRUCTION AGGREGATE
Introduction
This section illustrates both field and labortory
methods for identification and evaluation of potential
construction aggregate. An evaluation of several physical
and chemical properties are necessary to determine the
quality of a potential aggregate and its suitability for use in construction products. To prove the quality of a potential aggregate numerous laboratory tests must be per
formed to define its material characteristics and determine whether it will adequately qualify as a construction aggre gate. Field observations are necessary to determine the quantity and uniformity of aggregate material.
Table 1, obtained from NCSA (1980), lists several material characteristics normally analyzed during the evaluation of potential concrete aggregate. Table 1 also describes the significance of each characteristic in the performance of concrete. 10
TABLE 1
Material Characteristics and their Significance in the Performance of Concrete
CHARACTERISTICS SIGNIFICANCE OF AGGREGATES OF AGGREGATES IN CONCRETE
Size and Grading Workability of fresh concrete. Economy. Strength.
Cleanness Aggregate— paste bond.
Hardness, Toughness, Resistance to abrasion. and Wear Resistance
Soundness Durability, resistance to weathering.
Porosity, Resistance to freezing and Permeability, and thawing, durability, mix Absorption proportioning calculations.
Particle shape and Workability of fresh concrete, Surface texture strength, architectural appearance when exposed.
Particle Strength Resistance to abrasion, creep, and Elasticity and shrinkage.
Volume Stability Drying shrinkage.
Thermal Properties Durability.
Specific gravity and Mix proportioning Bulk unit weight calculation and concrete density.
Chemical stability Resistance to chemical attack, strength, durability. 11
.Identification of Potential Construction Aggregate
A knowledge of the site geology and field characteris tics of potential aggregate is needed to initially identify a potential aggregate deposit.
The investigation of publications and data regarding local geology and previous aggregate evaluations is helpful in determining the physical characteristics of geologic deposits in the exploration area. The following character istics of geologic deposits need to be assessed for identifying potential sources: 1
1. Age indicates the amount of exposure a formation
has undergone. Older deposits (approximately 10
million years old or more) may be very altered
and/or weathered which make them unaccepatable for
aggregate use. Younger deposits (approximately
less than 5 million years old) normally do not
exhibit weak or friable material due to weather ing. 12
^ * Approximate__thickness and areal coverage— impor
tant for estimating the quantity of a deposit. Re
gardless of physical characteristics, if a deposit
is much less than one million cubic yards in size,
then additional evaluation need not continue. A
deposit this size would not provide sustainable
production for very long (probably less than one year).
3. Origin may indicate any heterogenities within a
deposit, where a deposit is most likely to out
crop, and other possible locations of a deposit
that are concealed by overburden or other forma
tions. Determining the nature of a formation's
geologic origin is needed to better evaluate
material composition and induration.
4• Degree of deformation, metamorphism, and/or
alteration— indicative of material strength and
durability. If a deposit has been strongly deform
ed or metamorphosed, then it may yield acceptable
construction aggregate. However, if a deposit has
been mineralized or bleached due to contaminated
magmatic water, then it will likely yield low
quality aggregate. 13
5' Chemical Composition— a measure of the physical
strength of a potential aggregate deposit. The
composition may also indicate whether there is
potential for deleterious reactions to occur in
certain construction products. Silica-rich aggre
gate can interact with the cement in hardened con
crete and significantly weaken the strength of the concrete.
6 . Physical habit and texture— indicative of the
aggregate shape in the initial processing stages.
If the outcrops of a potential deposit display a
strong cleavage, fissility or parting in only one
direction, then tabular shaped aggregate will
result in the primary crushing stage. The
material size after initial extraction and
crushing is partly related to the physical texture
of outcrops (ranging from fine-grained to coarse
grained aggregation of minerals). Coarse-grained
textured materials are often easier to excavate,
but the exposure of larger mineral surface areas
allow a more rapid rate of weathering to occur
than to a finer grained deposit. Fine-grained
textured aggregate is often physically stronger
and more durable and indurated than coarser
grained rock. 14
7 • P-e9ree— of__weathering— an indication of physical
strength and durability. if fresh rock faces are
predominantly mottled, then the deposit has
probably little or no potential as a high quality
construction aggregate source. Inspection of
outcrops at the ground surface is not
representative of the entire deposit. Intense
weathering observed near the existing ground
surface may only extend to a shallow depth.
8* Degree of induration— also an indication of
physical strength and durability and whether the
deposit can be ripped. For example, a young
deposit of massive basalt is typically very strong
and hard, strongly indurated, and marginally
rippable. Conversely, a strongly weathered or
altered deposit may be rippable, but it probably
contains low quality material that will break
down into unusable fine-grained particles during
mechanical processing. A resulting large quantity
°f silt and clay and a small amount of competent
coarse aggregate would not be acceptable as high
quality aggregate. 15
9* Fracture--- pattern— delineation of fractures and
joints is essential data for evaluating the rip-
pability of a deposit. Large D-size rippers may
be needed to rip a hard quarry rock deposit that
is little fractured (1 to 4 foot size pieces).
Blasting may be required if the fracture size is
much greater. Refer to Appendix 2 for the
explanation of fracturing.
10 * Ripper__size and seismic velocity— indicative of
material rippability. A seismic survey can be
performed to determine the seismic velocity of a
deposit. Appendix 3 illustrates a correlation
between subsurface seismic velocity and the ripper
size that can efficiently rip the material.
Determination of physical characteristics in geologic
deposits is necessary for identifying and mapping potential
aggregate sources. Through the compilation of field obser
vations the aggregate classification of each geologic
deposit can initially be be established (See Plate I of Appendix 5).
Field Evaluation of Potential Construction Aggregate
An identified potential aggregate deposit should be
further proven by a field evaluation of its quantity, rippability, and relative amount of useful material. 16
The quantity of potential aggregate is best determined
by studying geologic literature and aerial photographs and
field checking outcrops. After a deposit is mapped its vol
ume can be roughly estimated. If a potential deposit is
much less than one million cubic yards then further evalu
ation is not recommended since development costs would
likely be greater than the total return from production (Bryan and Kraatz, 1987).
The rippability of a potential aggregate deposit
should be evaluated to determine the type of machinery
needed to break down material into workable size.
Determination of the subsurface seismic velocity is one of
the best methods to quantify the material rippability.
Appendix 3 illustrates a correlation between the seismic
velocities of different materials and the performance of
different sized rippers in each material.
Appendix 3 indicates that the seismic velocity charts
are at best only one indicator of rippability. Descrip
tions of fractures and joints as explained in Appendix 2 will greatly supplement seismic velocity data of a given
formation to better determine its rippability.
Any areas or zones of unusable material should be identified and delineated in a potential deposit. Features such as clay veins sometimes present in hard rock deposits and sections of clay and other fines often present in loose ly consolidated sedimentary deposits should be avoided during aggregate mining. 17
Hard quarry rock and loosely consolidated deposits can be divided into two different categories of geologic features to evaluate for determining their aggregate potential. Characterisitics of hard quarry rock deposits include:
1. Joint/fracture pattern.
2. Discernable individual bedding or flow thicknesses.
3. Textures such as flow banding, platy parting, and
degree of fissility.
4. Portions of deposit that are weathered or altered.
5. Comparison of physical coloration between fresh
and fractured faces.
6. Outcrop pattern— locations and frequency. 18
Geologic features to evaluate in loosely consolidated deposits include:
1. Degree of cementation and induration of deposit.
2. Sources of deposit.
3. Sections and quantities of unusuable fine
particles (smaller than #200 standard sieve size).
4. Texture, shape, and sphericity of gravel-size
material (greater than #4 standard sieve size).
5. Natural gradation of deposit.
6. Amount of oversize material (approximately
greater than two feet nominal diameter).
After these aggregate related characteristics of a
source are evaluated, physical testing of representative samples should be performed to determine which deposits may yield high quality construction aggregate. 19
Laboratory Testing of Potential Construction Aggregate
Once a potential aggregate source is identified and
delineated by field reconnaissance and mapping, physical
testing of the potential aggregate should then be
performed. Appropriate physical tests will indicate
whether the material is acceptable as construction
aggregate. Scree slopes and talus can be sampled for
physical testing of hard quarry rock deposits. Talus may
consist of some of the most resistant material of a hard
rock deposit, but its longer exposure to weathering results
in physical characteristics that should approximately
represent the deposit majority. Sedimentary deposits should
be sampled in test pits or borings that are randomly
located throughout the deposit. The normally high
heterogenity of these deposits makes it difficult to obtain
representative samples without utilizing a backhoe or drill rig.
The standard for testing aggregates is governed by the
American Society of Testing Materials (ASTM). The most important laboratory tests for initially evaluating the physical quality of a potential aggregate deposit are the soundness test in accordance with the ASTM C88 test method and the Los Angeles rattler loss test in accordance with the ASTM C131 test method. Both test methods are described in the section, "Laboratory Tests to be Performed". 20
Maximum limits of material lost in the soundness and abrasion tests for aggregate acceptability are presented in
ASTM and generally accepted by most contractors and feder al, state, and city planning and development departments.
If material losses are within these maximum limits, then the aggregate may be accepted for use in construction.
Additional physical testing should be conducted to evaluate its suitability in specific construction products. 21
Laboratory Tests to be Performed
In addition to using the soundness test and Los
Angeles Rattler loss test in initial aggregate investiga tions, several other laboratory tests are used in more detailed investigations of potential aggregate deposits and for quality control of proven aggregate deposits. These tests are described as follows:
analysis. This test is used for quality
control to determine whether aggregate products
meet required grading specifications. According
to ASTM C3 3 (1987), aggregate must conform to
particular particle size distributions for use in
concrete. Hard quarry rock deposits can not be
tested for gradation until they are extracted and
processed at an aggregate pit. In unconsolidated
deposits the natural grading of the material
should be determined to show if any specific grain
sizes are deficient or whether there is an
excessive amount of unusable fine material
(particles smaller than the #200 standard sieve
size). 22
—tterberq--- limits. This test is performed to
determine the plasticity of an aggregate sample.
A deposit that exhibits substantial plasticity is
an indication that the aggregate probably needs to
be washed during processing which can be very
costly. To avoid this production cost, an
aggregate producer can attempt to selectively mine
the deposit so that significant areas of clay are
not processed with the quality aggregate
material. When producing aggregate base, low
plasticity in the materialx is normally acceptable
and actually advantageous because a small amount
of clay will bind the aggregate and make a base
section slightly more durable and resistant to weathering.
Aggregate used for concrete and asphalt must be nonplastic. A small percentage of fines
(material smaller than #200 standard sieve size) normally comprises concrete and asphalt aggregate.
If a deposit proposed for concrete and asphalt aggregate production contains a large amount of fines compared to larger particle sizes, then washing should be anticipated. 23
3* gpecific— gravity and absorption. Specific gravity
and absorption values of aggregate are needed to
design concrete and asphalt mixes. These mixes are
generally made under laboratory controlled
conditions to evaluate the performance of the
construction products using different specific
amounts of constituents. Definitions obtained from
ASTM C127 test method (1987) are outlined below:
a- specific__gravity— the ratio of the mass (or
weight in air) of a unit volume of a material
to the mass of the same volume of water at
stated temperatures. Values are
dimensionless.
b - bulk specific gravity— the ratio of the weight
in air of a unit volume of aggregate (includ
ing the permeable and impermeable voids in the
particles, but not including the voids between
the particles) at a stated temperature to the
weight in air of an equal volume of gas-free
distilled water at a stated temperature.
c- bulk specific gravity (SSD)— the ratio of the
weight in air of a unit volume of aggregate,
including the weight of water within the voids
filled to the extent achieved by submerging in 24
water for approximately 24 hours (but not in
cluding the voids between the particles) at a
stated temperature, compared to the weight in
air of an equal volume of gas-free distilled
water at a stated temperature.
d* apparent__specific gravity— the ratio of the
weight in air of a unit volume of the imperm
eable portion of aggregate at a stated temper
ature to the weight in air of an equal volume
of gas-free distilled water at a stated
temperature.
e. absorption— the increase in the weight of
aggregate due to water in the pores of the
material, but not including water adhering to
the outside surface of the particles, expres
sed as a percentage of the dry weight. The
aggregate is considered "dry" when it has been
maintained at a temperature of 110 plus or
minus 5 degrees Celsius for sufficient time to
remove all uncombined water.
ASTM C127 (1987) explains that bulk specific gravity is the characteristic generally used for calculation of the volume occupied by the aggre gate in various mixtures containing aggregate, including portland cement concrete, bituminous 25
concrete, and other mixtures that are proportioned
on an absolute volume basis. Either bulk specific
gravity or bulk specific gravity (SSD) is used for
volume calculations depending if the aggregate is
in a dry state or a saturated-surface-dry (SSD) state.
The absorption of the aggregate is used to
account for the amount of water or oil (if
bituminous concrete is being produced) that will
be absorbed by the aggregate. Highly absorptive
aggregate is not desired for use in bituminous
concrete because a high amount of oil would be
needed in an asphalt mix to compensate for the
excessive oil absorbed by this type of aggregate.
4* Sodium sulfate (soundness). This test is used for
the initial evaluation of a potential aggregate
source. As explained in ASTM C88 (1987), the test
method provides a procedure for making a prelimi
nary estimate of the soundness of aggregates for
use in concrete and other purposes. The immersion
and re-immersion of aggregate samples into a sodi
um sulfate solution simulates several freeze-thaw
cycles in a short period of time. After the cycles
are completed the amount of aggregate lost from
the freeze-thaw effect of the sodium sulfate is 26
determined. if the loss of aggregate is less than
10% by weight of the original weight of coarse
aggregate and 12% by weight of the original weight
of fine aggregate, then the aggregate deposit
should be further evaluated for other physical
characteristics to see if it qualifies as a con
struction aggregate source. Even if aggregate
losses are greater than the maximum losses
allowed, the precision of this test method is
poor, and therefore failing results may not
indicate outright rejection of aggregates without
confirmation from other tests more closely related
to the specific service intended (ASTM, 1987).
Los— Angeles abrasion. This test usually accompan
ies the sodium sulfate test in the initial investi
gation of a potential aggregate source. As stated
in ASTM C131 (1987), "the Los Angeles test has been widely used as an indicator of the relative cfUcility or competence of various sources of aggre gate having similar mineral compositions. The results do not automatically permit valid compar isons to be made between sources distinctly differ ent in origin, composition, or structure. Specifi cation limits based on this test should be assign ed with extreme care in consideration of available 27
aggregate types and their performance history in specific end uses."
Utilization of this test in conjunction with
the soundness test can reliably indicate the
relative potential of an aggregate deposit. If
material losses of aggregate samples used in both
tests are within the maximum losses allowed per
ASTM, then the deposit should be further investi gated.
6- A1kali-aggregate__reactivity. Several methods in
ASTM exist for evaluating the potential reactivity
of an aggregate. if there is suspicion that the
aggregate used in concrete may deleteriously react
with the alkalies of the cement, then specific
test methods should be undertaken to determine
which minerals or aggregate types could cause the
harmful chemical reactions. Alkali—aggregate
reactions can deteriorate the aggregate-cement
bond and thereby decrease the strength of the
concrete. ASTM C33 (1987) indicates that certain
materials are known to be reactive with the alka
lis in cements. These include the following forms
of silica: opal, chalcedony, tridymite, and cristo-
balite; intermediate to acid (silica-rich) volcan-
-*-c glass such as likely to occur in rhyolite, 28
andesite, or dacite; certain zeolites such as
heunlandite; and certain constituents of some
phyllites. Determination of the presence and
quantities of these materials by petrographic
examination is helpful in evaluating potential
alkali reactivity. Some of these materials render
an aggregate deleteriously reactive when present
in quantities as little as 1.0% or even less.
7* Petrographic analysis. As per ASTM C295 (1987),
petrographic examination serves several purposes
in evaluating aggregates for concrete including:
a. Establishment of whether the aggregate
contains chemically unstable minerals.
b. Identification of the portion of each coarse
aggregate that is composed of weathered or
otherwise altered particles and the extent of
that weathering or alteration.
c. Determination of the proportions of cubic,
spherical, ellipsoidal, pyramidal, tabular,
flat, and elongated particles in an aggregate
sample or samples. 29
Identification of potentially alkali-silica reactive and alkali-carbonate reactive constit uents, determination of such constituents quan titatively, and recommendation of additional test to confirm or refute the presence in sig
nificant amounts of aggregate constituents capable of alkali reaction in concrete. Analysis of thin sections obtained from con crete can expose reactivity evidence caused by deleterious constituents.
e. Identification of contaminants in aggregates, such as synthetic glass, cinders, clinker, or coal ash, magnesium oxide, calcium oxide, etc.
Petrographic examination can also be applied to aggregate considered for other end products as
Contamination and reactivity of aggregates are less important in products such as asphaltic concrete and aggregate base; however, evaluation
the mineral habit types and the weathered and/or altered degree of the aggregate constit uents is invaluable for assessing an aggregated potential for these end uses.
Organic. This test is used for an approximate determination of the presence of injurious organic 30
compounds in fine aggregates that are to be used
in cement mortar or concrete (ASTM C40, 1987).
This test is normally conducted when there is
strong suspicion that organic material may be
present ^ in the aggregate. ASTM C40 (1987)
indicates that this test method is of signifi
cance in making a preliminary determination of the
acceptability of fine aggregates with respect to
the requirements of ASTM C33 specifications.
— lay--lumps____ and friable particles. When an
aggregate deposit is suspect of containing a
significant amount of incompetent material, then
ASTM C142 test method (1987) is of primary
significance in determining the acceptability of
aggregate with respect to the requirements of ASTM
C33. A significant amount of clay lumps and/or
particles assumed to be competent
aggregate in a sample could cause construction
products using such aggregate to be unexpectedly
weak and undurable. Lower strength values of
concrete would be one result because the normally
s^-:coug bond associated with cement and aggregate would not occur between cement and incompetent material such as clay lumps and friable particles. 31
These physical test methods are the prevailing tests
used for evaluation of potential construction aggregates
and quality control of processing and production phases of
acceptable construction aggregate. ASTM C33 (1987)
describes the specifications for grading and quality of
fine and coarse aggregate for use in concrete (Appendix
4). ASTM C33 may be used by a specifier (designer,
architect, engineer, etc.) to define the quality and
grading of the aggregate to be used in concrete in the
structure. The specifications may also be used by a contractor, concrete supplier, or other purchaser as a purchase document describing the material to be furnished by the aggregate producer.
Many of the physical test methods listed for aggregate qualification in ASTM C33 (1987) can also be applied to evaluation and quality control of aggregates used for other end products such as asphaltic concrete and aggregate base. Other official publications list the grading and additional specifications required of these construction products. The appropriate publication should be utilized concerning the specific type of aggregate use. 32
Sampling Aggregate Deposits
Results of aggregate tests will be inaccurate unless
representative samples are obtained. Geologic deposits
may exhibit material changes between differently identified
formations and within the same formation. For effective
sampling of a deposit, material changes should be
delineated so that each material type can be sampled
independently. Performing aggregate tests on samples from
each material type will help determine the distribution of different qualities of aggregate within a deposit. 33
AGGREGATE INVESTIGATION OF THE WASHINGTON HILL AREA
Introduction
The identification and classification of potential
aggregate deposits through field observations and limited
laboratory testing including the soundness and abrasion
tests constitutes the initial (Phase 1) investigation.
Further investigation of the aggregate deposits should be
performed to evaluate the aggregate in construction
products and determine the physical feasibility of
developing a mine at the deposit site.
Appendix 5 presents a Phase 1 aggregate investigation
of approximately 24 square miles in Storey County, Nevada, conducted in the summer and fall of 1987. Funding by
Storey County Properties supported field reconnaissance and laboratory testing to locate and classify potential aggre gate deposits on their property. In 1987 Mr. Jack Quade, an independent exploration geologist, leased a portion of the property that contains a high potential aggregate deposit, geographically referred to as Washington Hill. Washington
Hill has been investigated in much greater detail since the
Phase 1 investigation was completed. The additional investigation helped better determine the physical and economic feasibility of developing a mine at Washington
Hill for construction aggregate production. 34
The additional (Phase 2) aggregate investigation of
Washington Hill included the excavation of several sub
surface test pits using a Kamatsu D9 ripper to determine
what areas of Washington Hill could be excavated and to
sample material for physical testing. Excavated material
was sampled and transported to Eagle Valley Construction's
Lockwood Material Pit, and mechanically processed into
coarse and fine aggregate to utilize in Portland cement concrete mixes.
The mix designs and results of the concrete trial
batch testing are presented in Tables 3 through 12.
Aggregate producers are normally interested in evaluating a
potential aggregate for use in asphaltic or Portland cement
concrete because these construction products are typically
the highest in demand and require the most strength and durability.
An example of a Phase 2 aggregate investigation was described at the Sand, Gravel, and Aggregate Conference in
March 1979 by James E. Oliverson. In his paper, "Concrete
Aggregates for Auburn Dam", Oliverson presents the enormous work involved in evaluating the potential aggregates to be used in the construction of Auburn Dam. A summary of his report is presented in Appendix 6. 35
Location and Geographic Setting
Washington Hill is located in the northern portion of the Virginia Range approximately 8 miles southeast of Sparks, Nevada. As shown on Plate 2, the rhyolitic dome is situated just west of Long Valley, a major northwest flowing drainage, and about 2.5 miles south of Interstate 80 and Lockwood in Storey County, Nevada. By vehicle it can be reached via the Lockwood offramp located 4 miles east of Sparks on Interstate 80. At the offramp, a main road travels southeast through Lagomarsino Canyon to the Lockwood Dump. An unpaved road continues south for approximately 0.75 miles to a junction where Long Valley Creek can be crossed. The north side of Washington Hill is less than 0.5 miles south of this stream crossing (See Figure 1).
Physiography
Washington Hill consists of an extrusive rhyolitic dome approximately 10 million years in age (Silberman, et al., 1979). A majority of the rhyolitic core of the dome is exposed due to erosion and tectonic uplift as proven by the deeply dissected Long Valley adjacent and to the north of Washington Hill (See Plate 1). Late eruptive volcanic tuff and ash flow deposits outcrop along the margins of the dome. Recent uplift of the Virginia Range has caused rapid erosion of these younger deposits. Washington Hill is FIGURE 1. View of Washington Hill looking south from Long Valley Creek. Material removal and aggregate processing are planned to be initiated in the vicinity marked by man-made excavations. 37
strongly dissected by several drainages and the majority of its periphery is characterized by steep skree slopes and thick sequences of colluvium.
Vegetation on Washington Hill consists of a moderate concentration of pinon and juniper pine trees intermixed with sagebrush and natural grasses. Occasional deer, rabbits and wild horses are observed in the vicinity of Washington Hill. Water consists of a perennial spring located adjacent to the west side of Washington Hill, and Long Valley Creek, which drains north of the dome and normally maintains a yearly flow. Two small north flowing ephemeral drainages are located on the east and west side of Washington Hill.
Scope of Work
This section presents a detailed description of the geology of the Washington Hill area and a site specific investigation of Washington Hill's construction aggregate potential. Washington Hill was initially identified and classified as a high potential source, but a more specific evaluation was performed to fully determine the aggregate potential of this deposit.
Additional laboratory testing data of Washington Hill aggregate is presented and evaluated in the following sections. The testing program was directed by Mr. Jack Quade who leased the site property for the potential 38
development of Washington Hill as a productive aggregate source. Physical tests performed by Engineering Testing Associates (1987) included sieve analyses, specific gravities, absorptions, L.A. rattler tests, sodium sulfate tests, and concrete mix designs. Based on the mix designs, concrete trial batches were made to evaluate the workability, shrinkage, and compressive strength of the concrete.
Previous Work
Existing publications only describe the geology of Washington Hill without any evaluation of its economic potential. Plate 1 illustrates the geologic interpretation of Washington Hill by Thompson (1956) with some additions and changes based on recent fieldwork performed by the au^-hor in 1987 and 1988. Changes in the geology include a slightly different rhyolite bedrock contact with surrounding older volcanic formations, and the disassocia- tion of the tuffs and pumiceous flows with the Truckee Formation. Several more flow banding attitudes of the rhyolite and bedding attitudes of the surrounding tuffs and other volcanic sediments were determined and plotted as shown on Plate 1.
The author utilized several references in describing the Washington Hill geology. They include papers written by Bonham, Hudson, Rose, Silberman et al., Stathis, and 39
Thompson et al. These publications are presented in the Bibliography. The only published large-scale geological map that covers Washington Hill is the "Geological Map and
Sections of the Virginia City (15 minute) Quadrangle, Nevada" (Thompson, 1956). The most recently published
geological map nearby Washington Hill is the "Vista (7.5 minute) Quadrangle Geologic Map" (Bell and Bonham,
1987). A geological map of the Steamboat Hills 7.5 Quadrangle is expected by late 1989 and will include the western edge of Washington Hill.
These maps and papers supplemented the geologic evaluation of Washington Hill in terms of origin, composition, material habit and texture, physical and chemical alteration, the relationship to surrounding formations and the regional tectonic framework. A detailed geologic investigation of this deposit facilitated the evaluation of its construction resource potential.
Regional Geology
Kate Peak and Alta Formations. As shown on the geologic map of the Virginia City Quadrangle, Washington Hill is surrounded by thick seguences of Cenozoic volcanic rocks. A majority of outcrops around Washington Hill compose the Kate Peak Formation, dated between 12 and 15 million years (Thompson, 1956). This volcanic formation is comprised of flows, domes, pyroclastic flows, lahars, plugs 40
dikes, air-fall tuff and tuffaceous sedimentary rocks. Kate Peak rocks consist mainly of flows and pyroclastic flows in the Washington Hill area. A large percentage of the Kate Peak Formation chemically varies between a dacite and a rhyodacite (Rose, 1966).
The maximum thickness of the Kate Peak Formation in the northern portion of the Virginia city Range was estimated at 2400 feet (Thompson, 1956) . Recent man-made excavations near the north and northeast margins of the Washington Hill dome have exposed older volcanic rocks of the Alta Formation dated at approximately 18 million years (Thompson, 1956). Alta rocks consist of pyroxene, pyroxene- hornblende, and hornblende andesite flows; debris flows, and pyroclastic flows. Because rocks from both the Alta and Kate Peak Formations often resemble andesite flows, the two formations can be difficult to distinguish. A period of intense mineralization began approximately 11 million years ago and strongly altered the rocks of both formations. Hydrothermal alteration is believed to have induced this mineralization and caused either argilliza- tion, silicification, or propylitization to the rocks in the affected areas (Rose, 1966).
Mineralization. Mineralization in the Virginia Range is observed to be very intense especially to the more permeable rocks of the Alta and Kate Peak Formations. According to Thompson (1956) the strongly weathered rocks 41
have been bleached. He states that "bleaching differs in intensity from a slight oxidation and partial breakdown of silicate minerals to clay, through complete conversion to clay and residual fine-grained silica, with or without iron- oxide, to replacement of the original rock by porous or dense chalcedonic silica." Bleaching results from the attack of sulfuric acid which is formed when atmospheric oxygen reacts at or near the surface with disseminated pynte. The disseminated pyrite is normally produced by the process of propylitization.
Propylitization, a type of hydrothermal alteration, requires water to occur and produce such minerals as chlorite, epidote, calcite, and albite from the alteration of andesites commonly seen in the Virginia Range. The introduction of sulfur can then combine with part of the iron in these ferromagnesian minerals to form pyrite, the essential mineral needed to initiate bleaching in surround ing rocks. For example, a drill hole advanced just north of Virginia City encountered bleached Alta rocks from the ground surface to 50 to 75 feet in depth overlying a sec tion of propylitized rocks 335 to 350 feet in thickness (Thompson, 1956).
Bleached areas of rocks are easily delineated in the Virginia Range since virtually the only vegetation supported at the surface are yellow pine trees. The soil in these bleached areas is highly acidic and exhibits a 42
bright ^ yellow coloration. m addition to propylitization, oxidation of sulfuric acid may have accompanied volcanic activity to induce bleaching in newly formed volcanic rocks of the Virginia Range. This theory was suggested by Thompson and White (1964). As explained by Thompson (1956), "the bleaching is dependent only on pyrite, and altered rocks that do not contain pyrite crop out more extensively than the bleached rocks."
Thompson (1956) observed that "the bleached rocks near Washington Hill contain abundant opal in some places, in contrast to those in the Comstock Lode District, where silica is present as fine-grained quartz. Moreover, the unweathered rock in the Washington Hill area appears to have been affected by argillic and pyritic alteration without the chlorite and epidote that are so characteristic of most of the altered but unbleached andesite in the Comstock Lode District. At Steamboat Springs, the bleaching has been done by acid resulting from direct oxidation of rising hydrogen sulfide gas."
Washington Hill Rhyolite. In contrast to the extensive coverage of the Alta and Kate Peak Formations, the rhyolite dome of Washington Hill and other nearby rhyolitic extrusions were much smaller in their volume and extent and erupted after the intense period of chemical weathering that affected the two major andesitic series. According to Thompson (1956), "rocks of the Kate Peak 43
Formation are the youngest that have been altered » Thompson and White (1964) estimated that the rhyolitic rocks (including the Washington Hill Rhyolite) existing in the areas covered by both the Mt. Rose and Virginia City Quadrangles comprise approximately 8 square miles at an average thickness of 1000 feet or a volume of 2 cubic miles. in the same area rocks of the Alta and Kate Peak Formations are estimated to cover 280 square miles with an average thickness of 1500 feet which equates to a volume of 84 cubic miles.
Samples obtained from Washington Hill were radiometric- ally dated by Silberman et al. (1979). Biotite from a sample was determined to be 10.9 plus or minus 0.3 million years old while plagioclase from the same sample was determined to be 9.7 plus or minus 0.3 million years old. These age determinations place the rhyolite in the late Miocene making it younger than the Kate Peak Formation and the period of mineralization that physically and chemically ^ffscted the Kate Peak and other older rocks.
Several rhyolite deposits in the Mt. Rose and Virginia City 15 Minute Quadrangles including the Washington Hill Rhyolite were chemically analyzed by Thompson and White in 1964. Their work shows that the Washington Hill Rhyolite dome is chemically similar to the Steamboat Hills Rhyolite domes located in the Steamboat Hills and along the east flank of the Flowery Range near Sutro Springs. The 44
rhyolite at Washington Hill exhibits a higher degree of devitrification and may be magmatically related to the Kate Peak Formation as suggested by Thompson (1956). This textural difference is an indication that the Washington Hill dome is older and unrelated to the Steamboat Hills domes. The Washington Hill Rhyolite is primarily much denser than the pumiceous rhyolites of Steamboat Hills because much of the late eruptive pumiceous and tuffaceous flows that composed the dome mantle have eroded away.
Another rhyolitic dome due north of the Washington Hill dome shown on the Vista Geologic Map is also classifi ed as Washington Hill Rhyolite (Bell and Bonham, 1987). Silberman et al. (1979) suggests that these two Washington Hill Rhyolite domes are not related to the Steamboat thermal system and, instead, are probably late stages of the volcanism associated with the generation of the Kate Peak Formation and the epithermal deposits of the Comstock lode.
Truckee__Formation. According to Thompson (1956), the rhyolite tuffaceous deposits surrounding the south and southwest portions of the Washington Hill dome are identified as part of the Truckee Formation dated at late Miocene to early Pliocene. He regards the Washington Hill Rhyolite contemporaneous with the upper part of the Truckee Formation. Bonham (1969) indicates that "the only Pliocene sedimentary and volcanic rocks in Washoe and Storey 45
Counties which can confidently be assigned to the Truckee Formation as redefined by Axlerod, are those present in the north end of the Truckee Range in the vicinity of Black Warrior Peak. in that area the Truckee Formation consists of a basal member of basalt tuff, tuffaceous sandstone, and diatomite overlain by an upper member consisting predominantly of thin flows of olivine basalt. " Based on the detailed research of Bonham and field observations of the author, the volcanic and sedimentary tuffaceous material appears to be directly associated with the extrusion and erosion of Washington Hill. These deposits should only be considered as time equivalent to part of the Truckee Formation. They consist of rhyolite air-fall tuff, waterlaid tuff, and tuffaceous mudstone. Figure 2 illustrates a section of air-fall tuff on the north side of Washington Hill and Figure 3 displays a section of waterlaid tuff along the southwest margin of the dome.
Later depositions derived from Washington Hill include volcanic conglomerate and recent colluvium and talus.
Volcanic conglomerate overlying air-fall (?) tuff is shown in Figure 4. In the background of Figure 4 talus deposits can be seen accumulated along the southwest margin of the dome. Figure 5 illustrates volcanic conglomerate overlying tuffaceous(?) volcanic mudstone along the northwest portion of Washington Hill. 46
FIGURE 2. Section of stratified air-fall tuff along the north margin of Washington Hill. 47
FIGURE 3. Section of waterlaid tuff along the southwest margin of Washington Hill. 48
FIGURE 4. Volcanic conglomerate overlying light gray colored air-fall tuff (right side of figure) near southwest margin of Washington Hill. 49
FIGURE 5. Volcanic conglomerate overlying tuffaceous volcanic mudstone near northwest margin of Washington Hill. 50
Structure. The Washington Hill area is situated in the northern portion of the Virginia Range, a north- northeast trending range bounded by the canyon of the Truckee River on the north and the valley of the Carson River on the south. In this vicinity the locations of the Truckee River and Carson River are zones of northeast faulting. Regionally the Washington Hill area and the Virginia Range lie in a transitional zone between the Basin and Range province to the east and the Sierra Nevada province to the west.
The structural geology of the pre-Tertiary rocks in the Virginia Range is difficult to interpret due to the thick sequence of Cenozoic volcanic rocks that overlie the
older rocks. Only a few isolated outcrops of pre-Tertiary rocks remain to help decipher the pre-Tertiary structural history. The oldest rocks exposed in the Virginia Range are metamorphosed sedimentary and volcanic rocks of Mesozoic age. Bonham (1969) explains that "these rocks were folded and regionally metamorphosed prior to the intrusion of granitic plutons of late Mesozoic age."
A second period of deformation commenced in the middle to late Tertiary and has continued to the present.
Associated with this regional deformation are combined normal faulting, tilting, and warping that has produced the Cenozoic structural relief in the Virginia Range. Thompson
(1956) describes the structural deformation of the Cenozoic 51
rocks m the range as follows: "The Cenozoic deposits were laid down on a surface of low to moderate relief cut on the metamorphic and granitic rocks. Repeated tilting and warping, accompanied by block faulting took place along axes that trend from northeast to northwest and average north. In much of the area the strata have been tilted westward and also step faulted relatively downward to the east; a rather sharp anticline west of Virginia City is exceptional. The older Cenozoic deposits are progressively more deformed than the younger."
The fault trends observed on the Geologic Map of the Virginia City Quadrangle by Thompson range from northeast to northeast and average north. No significant faulting was discovered in the Washington Hill area by Thompson except for a minor fault one-half mile east of Washington Hill. However, later work done by Stathis (1960) shows a significant northeast trending fault less than two miles northeast of Washington Hill that may provide evidence that additional unidentified faulting has occurred near Washington Hill. Stathis describes the fault as trending at north 32 degrees east and causing Kate Peak breccias to have been downthrown approximately 400 feet to the east against upthrown older rocks to the west. He indicates that the flow breccias near the fault are sheared and hydrothermally altered. Stathis also explains that the altered rock is traversed by numerous veinlets of 52
chalcedony and quartz while the flow breccia matrix is bleached and altered to clay.
Stathis (i960) states that "the possibility that a fault zone or several faults branching from the main fault
is suggested for this general region. Perhaps several periods of silicification accompanied newer faults or resulted instead from recurrent movement on older fault(s)." His description coincides with features observed at Washington Hill. Bleached, silicified, and argillized Kate Peak and Alta rocks outcrop abundantly in the Washington Hill area.
The extrusion of the Washington Hill Rhyolite may have obliterated the evidence of any faulting by the intrusion molten rhyolitic magma. It may have intruded into a pre existing north trending fault that was related to the fault located north-northeast of Washington Hill described by Stathis (1960) and shown on the Vista Geologic Map (Bell and Bonham, 1987). Not only do the surrounding altered
Kate Peak and Alta rocks suggest previous faulting, but the predominantly steep flow banding of the Washington Hill Rhyolite also indicates that the dome may have erupted along a steeply inclined surface. Rose (1959) explains that "perlitic flow banding of the Washington Hill Rhyolite dips steeply suggesting that the rock was erupted in place as a steep-sided volcanic dome possibly along a lineated structure." 53
Site Specific Geology
Plate 1 illustrates the geology and cross-sections of the Washington Hill Area. Most of the younger tuffaceous and ash deposits of Washington Hill have eroded away
exposing the core of an extrusive rhyolitic dome. Thick sections of young colluvium have accumulated around much of
the dome's periphery. Evidence of a pre-exisiting structure that the rhyolite intruded through may be concealed by erosional debris, however, a few excellent contact exposures have been revealed by recent man-made excavations. As shown in Figure 6, tuff, pumiceous glass and perlite of the Washington Hill Rhyolite unconformably overlie argillized rocks of the Alta Formation. The distinct contact between the Washington Hill and Alta rocks suggests the juxtaposition is due to faulting. This exposure also illustrates the strong alteration that occurred before the extrusion of the Washington Hill Rhyolite. The perlite and tuffs that lie adjacent to the altered Alta rocks exhibit no evidence of chemical alteration. In Figures 7 and 8 a thin section of Washington Hill tuffs and pumiceous glass unconformably overlie argillized Alta rocks.
The several exposures of chemically altered outcrops closely surrounding Washington Hill suggests a major structure was present to allow the assention of magmatic water to induce alteration. This alteration is illustrated FIGURE 6. Low—angle fault contact between overlying rhyolite, perlite and pumiceous glass and underlying Alta flow rocks that have been mostly altered to clay. Location: northeast margin of Washington Hill. FIGURE 7. Small trough-shaped structure comprised of pumiceous glass and perlite that juxtaposes underlying argillized Alta rocks.
Location: north side of Washington Hill. FIGURE 8. Close-range view of Figure 7 with unaltered perlite and pumiceous glass exposed to left of pencil and argillized Alta rocks exposed on the right. Pencil defines the contact between the two groups of materials. 57
FIGURE 9. View looking north along west side of Washington
Hill showing silicified Alta(?) flow rocks adjacent to the resistant rhyolitic ridge and knob seen in the background of figure. 58
FIGURE 10. View looking east from west of Washington Hill showing resistant rhyolitic ridge seen in the background and outcrops of silicified Alta(?) flow rocks exposed adjacent to Washington Hill in the foreground of figure. 59 in Figures 9 and 10 that show altered Alta(?) rocks (orange- yellow bleached color) adjacent to rhyolite bedrock along the west margins of the dome. After alteration occurred a lineated structure may have allowed hot molten rhyolitic magma to ascend and extrude onto the ground surface and accumulate into a dome structure. In the formational process of the dome evidence for a major pre-existing structure is either concealed by erosional debris and/or destroyed by the extrusion of rhyolite.
Thompson (1956) suggests that the Washington Hill
Rhyolite may be a late-stage magma derived from the Kate
Peak Formation. Maybe the pulses of this possible late- stage Kate Peak magma caused deformation and displacement in the older units to eventually allow the extrusion of rhyolite. Regional tectonics could have also contributed because evidence of faulting during the Miocene occurs throughout the Virginia Range. Regardless of the regional structural deformation and/or magmatic activity that caused the eruption of Washington Hill, the major period of chemical alteration due to rising magmatic water preceeded its formation. If this sequence of geologic activity and formation had been different, Washington Hill would probably not be classified as a high potential aggregate resource. 60
Field & Laboratory Test Data
Chemical__ Composition and Specific Gravity. Thompson and White (1964) conducted a chemical analysis on two samples of the Washington Hill Rhyolite. One sample was classified as a vitrophyre and the other a perlite. The results are presented in Table 2. Both samples contain a high amount of silica characteristic of acidic volcanic rocks such as rhyolite.
The two samples also exhibit low specific gravities compared to other hard rock deposits in the area. The
Washington Hill Rhyolite can be classified as lightweight aggregate deposit due to its low specific gravity. This physical characteristic is an important market considera tion because lighter aggregate costs less to transport than the same volume of heavier aggregate (e.g., dense basalt aggregate).
The high silica content typical of rhyolite is indicative of physically strong, hard and durable material. These properties are essential in aggregate to be used in portland cement concrete. The high amount of silica also indicates the potential for deleterious reactivity to occur with the alkalis contained in portland cement. This potential reactivity can be investigated by analyzing thin sections of hardened concrete that contains the suspective aggregate. 61
TABLE 2
Chemistry Analysis of Washington Hill
VITROPHYRE PERLITE sio 76.7 76.0 2
A1 0 13.1 12.4 2 5
Fe o 0.30 0.45 2 3
FeO 0.30 0.12 MgO 0.40 0.04 CaO 0.90 0.40 Na 0 3.9 3.6 2
K 0 4.2 4.7 2
TiO 0.13 0.08 2
P 0 0.09 0.01 2 5
MnO 0.01 0.11 H 0 0.73 3.14 2
TOTALS 101 101
POWDER
GRAVITY 2.46 2.38 BULK
GRAVITY 2.06 2.09 Analysis. Thin sections were examined from Samples 1 and 2 obtained from Washington Hill. The sample locations are shown on Plate 1. The results of the petrographic analysis reveal that the Washington Hill Rhyolite is primarily composed of devitrified rhyolitic glass with fine-grained phenocrysts of biotite and plagioclase. Field investigations showed that along some margins of the rhyolitic dome there are perlitic and pumiceous tuffs that represent the last eruptive phases of Washington Hill. Along the north side of Washington Hill the tuff appears to be an air-fall deposit (Figure 3) while along the south and southwest dome margins the tuff appears to have been deposited in a wet environment (Figure 2) . Thompson (1956) associates most of these tuff deposits with the Truckee Formation. However field studies indicate that Washington Hill and a small rhyolitic extrusion immediately south of Washington Hill are the primary sources of the tuff deposits. These tuff deposits should not be categorized with any regional formations since they appear to have originated strictly from a local source. The tuffs contain perlite and obsidian lithic fragments of the Washington Hill Rhyolite and occasional country rock fragments associated with the Kate Peak Formation. 63
Aggregate— Quantity. As seen on Plate 1, Washington Hill is delineated into two different groups of material. The margin areas of the hill are composed of the various tuff deposits and young colluvium while the rhyolitic bedrock composes the majority of the hill. The quantity of ryholitic bedrock is estimated at 600 million tons. This estimate is based on an average elevation of 5040 feet above mean sea level for the base of the dome and an apparent specific gravity of 2.10 for the bedrock. If all this bedrock is usable as aggregate, Washington Hill could yield 5 million tons annually for 120 years.
Rippability Analysis. The rhyolitic bedrock of Washington Hill exhibits a fracture intensity that varies from little to moderately fractured (Appendix 2) . In the area of the proposed aggregate pit (Plate 1) the bedrock has been effec-tively ripped and excavated with a Kamatsu 375 ripper (equivalent to a Caterpillar D9 ripper). Some oversized material must be pushed aside (particles greater than 4 to 5 feet in nominal size).
The excavation site also contains an abundance of volcanic colluvium that fills fracture voids and overlies the bedrock. As excavation deepens and extends south from the site, less colluvium and more intact bedrock will be encountered making material removal more difficult. Appendix 3 includes charts for determining rippability of different materials based on seismic velocity and a site specific rippability analysis of the Washington Hill bedrock performed by Burdick etal. (1988). The analysis included several laboratory tests performed on core samples obtained from 7 locations at Washington Hill. Seismic velocities of the bedrock were determined at 4 locations shown on the map of Washington Hill in Appendix 3. The seismic surveys resulted in a maximum velocity of less than 6,500 feet per second.
Based on the rippability data obtained by Burdick et al. (1988), Washington Hill should be rippable with a D9 ripper. The average unconfined compressive strength for one sampled bedrock core resulted in 32,712 psi, a value that indicates that this material my be non-rippable with a D9 ripper (Burdick et al., 1988).
According to Quade (1988, Oral Communication), the use of a D9 ripper will continue to be used until the colluvial overburden is depleted and massive bedrock is encountered.
At greater depths it is likely that pre-blasting or
"popping" will be required to induce sufficient fracturing to permit tooth entry. A D9 ripper might still effectively rip this bedrock if drilling and blasting can generate adequate fracturing in the intact portions. 65
Ripping— Costs— versus Drilling & Blasting Costs. The
rippability analysis presented in Appendix 3 is very
helpful in evaluating the bedrock rippability of Washington
Hill, however, it may also be advantageous to estimate
ripping production by recording the actual performance of a
ripper. This estimate is important when considering other
forms of loosening the material such as drilling and
blasting. An explanation of estimating ripping production
is presented in Appendix 3.
Quade (Oral Communication, 1989) informed the author
that it costs 45 to 50 cents to rip a cubic yard of
Washington Hill bedrock. He estimates that it would cost
35 to 40 cents to drill and blast a cubic yard of this material. When more intact bedrock is encounterd at
Washington Hill, the additional drilling and blasting costs to facilitate material fracturing may increase total excavation costs by as much as 90 percent. The other alternative for material excavation would be to utilize a larger ripper, however, the inadequate fracturing expected
in much of the deeper bedrock might cause excavation costs to exceed the combined expenses of utilizing a smaller ripper to excavate material that is fractured and loosened by blasting. 66
Deposit__Stratigraphy. Field observations reveal that
the rhyolitic bedrock that composes the majority of
Washington Hill is uniformly strong, hard and indurated
throughout its exposure. The bedrock has been proven
through various laboratory tests to consist of suitable
aggregate material.
The volcanic colluvium and talus deposits accumulated
on the steep sides of Washington Hill also contain aggre
gate material. The colluvium may have to be washed during mechanical processing to remove unusable fine material.
Most of the tuffaceous volcanic sediments surrounding
the margins of Washington Hill are predominantly inadequate
for use as construction aggregate. Their normally high
fines content and low strength make these deposits unsuit
able for aggregate processing.
Concrete Mix Designs. In 1987 Engineering Testing
Associates tested the Washington Hill aggregate for its
suitability in portland cement concrete. Bedrock and colluvial materials were sampled in the area identified on
Plate 1 as "Proposed Aggregate Pit Location". The samples were transported to the Lockwood Material Pit operated by
Eagle Valley Construction to be crushed and processed into aggregate. After receiving the processed aggregate,
Engineering Testing Associates conducted initial physical tests necessary for designing concrete trial mixes. The laboratory test data and concrete mix designs for the 67
Washington Hill aggregate are presented in Tables 3 through 15.
The physical tests conducted on the coarse and fine aggregate were performed in accordance with applicable ASTM test methods and included gradation analysis, bulk specific gravity and absorption. The gradation of the aggregate must conform to ASTM C33 or C330 specifications to be utilized as concrete aggregate. The aggregate as received at the laboratory was not within the range set forth in the ASTM gradation specifications. The aggregate was recombined to conform to ASTM requirements before utilizing it in the mix designs.
The bulk specific gravity and absorption of the ag gregate are needed to determine the proper water/aggregate ratio to use in the concrete mix procedure. Other physical tests included sulfate soundness loss and L.A. rattler loss. These tests were performed to verify the acceptabili ty of the aggregate for use in concrete.
Four laboratory concrete trial batches were mixed,
three in accordance with ASTM C33 (Standard Specification for Concrete Aggregates, 1987) and one in accordance with
ASTM C330 (Standard Specification for Structural Light weight Concrete, 1987), in which prime considerations are lightness of weight and adequacy of compressive strengths of concrete made from the aggregate. As shown in Table 4, the aggregate utilized in the ASTM C330 trial batch 68
contained a high percentage of minus #200 that exceeded the amount specified by ASTM C33. There is no limit set forth in ASTM C3 3 0 for the percentage of material passing the
#200 screen. However an excess of minus #200 material in the mix can be detrimental to the strength and durability of the concrete. The fines may adhere to the coarse aggregate and reduce its bonding degree with the cement.
To conform with the ASTM C33 specifications the aggregate was thoroughly washed and recombined since only a maximum of 3 to 5 percent can pass the #200 screen.
The major difference between each concrete mix design is the amount of cement used. The cement ratio per cubic yard of concrete ranged from 5.0 to 7.0 sacks where one sack weighs 94.0 pounds. The results of each concrete trial batch are presented in Tables 5, 6, 7 and 11. The linear relationship between the 28-day compressive strength of the concrete versus the corresponding water/cement ratio is presented on Table 15. The resulting 28-day compressive strengths exceed minimum strengths required of most structures and foundations. The 5.0 sack concrete may be too weak for some structures that undergo very high stresses while the 7.0 sack concrete likely exceeds most high strength design criteria. 69
The aggregate producer utilizes the trial mix data to determine the appropriate concrete mix for a specific job with the confidence that the concrete will safely yield the minimum strength reguired. In addition the producer wants to use a concrete mix that is not overdesigned so that substantial amounts of cement and aggregate are not wasted. Additional laboratory concrete trial batches should be made to evaluate the performance of concrete that contains structurally untested aggregate. Laboratory trial batches of concrete are typically designed, made and evaluated for each large project that a producer plans to supply.
Physical qualities of the aggregate may change as mining progresses and different areas of the deposit are excavated. The aggregate should be regularly tested to continually ensure its suitability as a construction material. Laboratory mix designs and trial batches are invaluable data for initial aggregate evaluation and continued assurance of productive sources. MARKET ANALYSIS OF THE WASHINGTON HILL AGGREGATE
Aggregate Qualities of Washington Hill
This chapter presents the economic feasibility of marketing the material of Washington Hill as construction aggregate. Several characteristics of Washington Hill need to be re-emphasized in order to evaluate its potential for competing with other aggregate sources in the local market. Aggregate qualities of Washington Hill include the following:
1. Results of aggregate tests conducted on the
Washington Hill Rhyolite indicates that the rock is adequately strong and durable for withstanding the physical and chemical effects of weather and use.
2. Washington Hill can nearly be classified as an unlimited aggregate resource with an estimated
volume of 330 million cubic yards.
3. Washington Hill is easily accessed and approximately 12 hauling miles to the interchange of Highway 395 and Interstate 80 where the local production-consumption region is centered. Because the cost/weight ratio of aggregate is 71
extremely low, the distance between an aggregate pit and the aggregate market directly effects the economic performance of such a commodity. Washington Hill is one of the closer aggregate sources to Reno-Sparks as compared to other currently mined deposits.
4. The Washington Hill aggregate is a lightweight aggregate as compared to other aggregates mined in the area. The major advantage of lightweight aggregate over heavier aggregate is its cheaper transporation cost. The adeguate physical strength of the aggregate was proven through concrete trial mixes that were designed in
accordance with both ASTM C3 3 and ASTM C330 concrete specifications (1987). Compressive strength values were similar to local normal weight and heavyweight aggregate mixes that have used approximately the same amounts of cement
(Engineering Testing Associates, Miscellaneous Test Data, 1985 through 1987). 72
5. Washington Hill cannot be seen by residents in the
Reno-Sparks area. The proposed aggregate pit would be located outside city limits in Storey County and public development has never been seriously considered near the site. Mining Washington Hill would not adversely effect the public's physical view or encroach upon develop
ment. In addition, pit development at Washington Hill is facilitated by Storey County's jurisdic tion which does not require a special use permit or reclamation plan for aggregate mining. 73
Additional Characteristics of Washington Hill
To evaluate an aggregate resource for its market potential it is important to consider all characteristics that could effect productivity. The qualities and attributes presented in the previous section prove that Washington Hill is a potentially marketable resource. Other qualities of Washington Hill that may limit productivity and competitiveness include the following:
1. The Washington Hill aggregate is a manufactured product which means that the aggregate is produced from oversize material that must be ripped and crushed into workable size for final processing and grading. Manufactured aggregate is substantially more expensive to mine than a deposit that is naturally graded into most aggregate sizes. For example, Granite Construction mines sand and gravel deposits of the Truckee River at the Patrick Pit. Only limited crushing is needed to breakdown and process minor
oversize material. Naturally graded aggregate
deposits are becoming a rare commodity in the Reno- Sparks area. Some producers currently manufacture aggregate from a majority of their deposit. 74
2. When bulk amounts of Washington Hill bedrock and colluvial material are ripped, crushed and processed into aggregate an excess of fine material passing the #200 standard sieve
accumulates. There are no limitations for minus #200 material in ASTM C330 (Standard Specification for Lightweight Aggregates for Structural Concrete, 1987). However, many projects require specifications in accordance with ASTM C33 which only allow 3 to 5 percent passing the #200 screen. An aggregate washing apparatus may be needed to separate the fines from the processed Washington Hill aggregate. The water supply at Washington Hill appears to be adequate, however, washing aggregate is a substantial production-cost factor that is only incurred by a few local producers.
3. The Washington Hill bedrock exhibits low to moderate rippability. The rippability is expected
to decrease at greater depth below the surface and
towards the interior of the dome where the rock is likely to be harder, less weathered and more devitrified. The large plateau along the northern periphery of Washington Hill has been ripped with a D9 Kamatsu ripper. This area should yield 75
several million tons of concrete quality aggregate
and is the proposed location to begin mining. The
bedrock material in this area may have to be
drilled and blasted at greater depths. This
additional production method may increase
excavation costs by up to 90 percent. Drilling
and blasting will become more common when the more
rippable aggregate deposits become depleted.
Portions of the aggregate pit operated by Golden
West Paving must be frequently drilled and blasted
to loosen and fracture the dense basalt of their
deposit.
Summary of Washington Hill Aggregate Qualities
The manufactured aggregate of Washington Hill could be one of the most expensive aggregates to produce in the local area because of its low inherent rippability and high fines content produced during crushing. Previously discussed qualities of the Washington Hill aggregate deposit indicate competitively lower aggregate market costs that could effectively negate these predicted high production costs. These market qualities include: 76
1. Easy access and close proximity to a major
transportation route.
2. Close proximity to the center of a major
production-consumption region.
3. Location that has no other planned land uses.
4. Proven concrete quality aggregate.
5. Physical lightweight nature that ensures
comparatively lower transportation costs.
The final consideration before attempting to develop
an aggregate pit at Washington Hill is to evaluate the
current supply and demand relationship of aggregate in the
local market. Even if a potential aggregate resource can be feasibly developed its future may be uncertain if existing producers adequately meet market demands.
Supply and Demand of Aggregate in the Reno-Sparks Area
Plate 2 presents the locations of current aggregate producers in the Reno-Sparks area which primarily process higher quality aggregate for use in Portland cement concrete, asphaltic concrete, aggregate base, drain rock, etc. Plate 2 does not include the locations of various 77
other producers that supply more common types of construction material used for borrow and fill. According
to Bryan (Oral Communication, 1988), the estimated total
current aggregate production in the Reno—Sparks is 3.5 to 4.0 million tons per year. This figure represents the amount of higher quality aggregate produced annually. Based on a current population of approximately 230,000 in the Reno-Sparks vicinity, the current consumption of aggregate per person would be an average of 16 tons per year.
Stinson et al. (1986) suggest that relationships may exist between certain indicators and the amount of aggregate consumed in a production-consumption region. Indicators such as the number of new residential and non resident ial building permits issued, miles of new highway constructed, number of non-agricultural employees, and population data were compared with aggregate production records. They concluded that linear regression analyses showed that population was the only indicator to maintain a strong correlation with the amount of aggregate consumed in each of the production-consumption regions that were studied. In addition, Stinson et al. stated that per capita aggregate consumption rates vary depending on each region's degree of "urban maturity" (the point in the development of an area at which construction materials are used primarily to maintain what has already been developed, rather than to provide for future development). Current construction shows that the Reno-Sparks area has not reached "urban maturity". Nevada is one of the most rapidly growing states in the country. The population of the Reno-Sparks area is expected to grow at a rate of approximately 3 to 4 percent per year (Bryan, Oral Communication, 1987). Based on a current consumption of 16 tons of aggregate per person annually, a 3 percent population increase would increase the demand for aggregate by over 100,000 tons per year.
Even with a high rate of population growth, a new aggregate producer may find it difficult to instantly obtain a significant share in the market. Several consumers maintain strong business ties with established aggregate producers.
Suppliers currently appear to sufficiently meet the demands for aggregate. The existing drought condition may be helping to temporarily constrain growth and keep the aggregate market stable, however, the Reno-Sparks area will continue to remain a desireable location regardless of natural resource constraints. This area is geographically centered in the Western United States which attracts companies for several reasons including effective product distribution. The ideal location, average high quality lifestyle and diversified economy of Reno-Sparks will continue to draw people and consequently increase the rate of construction and demand for aggregate. 79
CONCLUSIONS AND RECOMMENDATIONS
Construction aggregate can be compared to any other
commodity in terms of its direct dependency on the
economy. If a new producer attempts to penetrate an
existing stable market, his chances of sustaining
production are doubtful unless he can offer something more
reliable or at a significantly lower price. A deposit of
Washington Hill Rhyolite located north of Lockwood was
attempted to be developed for production, but the producer
lacked organization, initial financing and mining knowledge
and subsequently could not sustain production and supply
reliable aggregate products at a competitive price.
A limitation of the Washington Hill aggregate not previously addressed is its potential to cause alkali
reactivity in hardened concrete if not mixed with the
appropriate constituents. Alkali reactivity can decrease the aggregate bond strength in concrete and significantly reduce its physical strength and durability. Rhyolite and other volcanic rocks are considered deleterious in concrete due to their high amount of hydrous silica. This type of high silica concrete aggregate is easily prevented from chemical reaction by utilizing low alkali cement. However, concrete that will utilize such aggregate is restricted to structures and portions of buildings that are protected from moisture penetration. Most structures can be adequately protected from moisture, but rhyolitic aggregate 80
should never be used in the construction of a dam where the
concrete is directly exposed to water without the use of
pozzolan, a cement additive composed of siliceous material
that will chemically interact with any alkali constituents
in the cement to prevent alkali reactivity.
The Rilite Aggregate Pit has produced rhyolitic
aggregate for concrete in the Reno-Sparks area for several
years. There should never be a major problem with their
concrete as long as low alkali cement is used. The use of
rhyolite aggregate in this area is obviously not restricted
as demonstrated by Rilite Pit's long history of
production. The use of high silica aggregate in a wetter
climate or in an area where dams and/or waterfront
structures are predominantly built must be combined with pozzolan to prevent moisture from inducing alkali
reactivity in the concrete. The use of pozzolan additives would substantially increase the cost of concrete.
To successfully penetrate the aggregate market, the producer of Washington Hill must negotiate a stable contract with a large, locally established consumer. He cannot rely on small consumers. He needs to establish a strong business relationship with a company such as Reno
Sparks Ready Mix which qualifies as a large consumer. 81
There is a high potential for the Washington Hill aggregate to obtain a significant share of the local
market. The aggregate market may apppear stable, but the major established producers are beginning to search for new sources. If the producer of Washington Hill can formulate a dependable contract with a big independent consumer, he should have a high potential for sustainable and profitable production. The Washington Hill aggregate has been proven to be acceptable in high quality construction products. An aggregate pit at Washington Hill would be ideally located in terms of access, distance to consumer, and pit development without encroachment upon public development or view and without the requirement of a special use permit.
Construction aggregate is an essential commodity in our society. It is often overlooked as an important mineral commodity. However, the physical strength and durability that aggregate contributes to construction products is necessary for the construction of competent, long lasting structures and roads. 82
Just like many other natural resources, construction aggregate is nonrenewable. Additional evaluation to better quantify the physical characteristics of aggregate and its interaction with other construction materials such as Portland cement is imperative for formulating stronger and more durable construction products that utilize less aggregate. The availability of aggregate deposits and the proximity to markets are critical factors in considering the upkeep of supply. Land use should be assessed by a variety of people including professionals who realize the importance of construction aggregate and understand the methods used to identify and evaluate potential sources. 83
REFERENCES
American Society for Testing and Materials 1987 A n n u a l Book of ASTM Standards, Section 4, CoAst^ctio™ Concrete and Mineral Aggregates, Volume 04.02. Baxter, J. 6. , 1969, Site Planning for Sand and Gravel Operations: National Sand and Gravel Assoc., Proi N o . 4 . J
Bell, J • W. , and Bonham, H. F., 1987, Vista 7.5 Minute Quadrangle Geologic Map, Reno Area, Nevada: Nevada Bur. of Mines, prepared in cooperation with the U.S. Geol. Survey.
Bonham, H. F., 1969, Geology and Mineral Deposits of Washoe and Storey Counties, Nevada: Nevada Bur. of Mines Bull. 70.
Breese, C. R. , 197 0, A Study of the Freeze—Thaw Characteris tics of Selected Nevada Mineral Aggregates: Dept, of Civil Engineering, Univ. of Nev., Reno, Nevada, Engineering Report No. 38.
Brown, Geoff, et al. , 1984, Block 2, Construction and other Bulk Materials: Open University Press. Bryan, D. B. , 1979, The Geology, Distribution and Use of Natural Lightweight Aggregates in the Western United States: from the proceedings of the Sand, Gravel and Aggregate Conference, March 1979, Conferences and Institutes, Univ. of Nev., Reno, Nevada. Burdick, J. S., Holsapple, B. L., and Orr, W. F., 1988, Rippability Analysis of the Q & D Construction near Sparks, Nevada, Caterpillar Inc.
Caterpillar Tractor Company, 1984, Caterpillar Performance Handbook, Peoria, Illinois, Edition 15, 1984. Engineering Testing Associates, 1987, Materials Properties Test Study, Washington Hill Aggregate, Storey County, Nevada, performed at ETA laboratory, Sparks, Nevada...... 1988, Concrete Trial Mix Results, Washington Hill Aggregate, Storey County, Nevada, performed at ETA laboratory, Sparks, Nevada. Harding Lawson Associates, 1973, Field Engineer's Notebook, Foundation Investigation Explorations, Reno, Nevada. 84
REFERENCES (Continued)
Munro, Robert, 1979, Our Silent (?) Partners: from the proceedings of the Sand, Gravel and Aqqreqate Conference, March 1979, Conferences and Institutes Univ. of Nev., Reno, Nevada. '
National Crushed Stone Association, 1981, Bituminous Pavements with Crushed Stone Aggregates.
1974, Quality Concrete with Crushed Stone Aggregates: Fourth Edition April 1980.
Nelson, P. , 1988, Oral communication with employee of the Washoe County Regional Planning Commission, Dept, of Comprehensive Planning, Reno, Nevada, November 8, 1988.
Oliverson, J. E. , 1979, Concrete Aggregates for Auburn Dam: from the proceedings of the Sand, Gravel and Aggregate Conference, March 1979, Conferences and Institutes, Univ. of Nev., Reno, Nevada.
Reining, Don, 1979, Surface Mining and Reclamation: from the proceedings of the Sand, Gravel and Aggregate Conference, March 1979, Conferences and Institutes, Univ. of Nev., Reno, Nevada.
Rose, R. L., 1966, Cenozoic Stratigraphy of the Virginia Range near Wadsworth, Nevada: Geol. Soc. America Bull. 70, Abstracts.
...... , 1959, Geology and Mineral Resources of the Curtiss-Wright Property in the Virginia Range, Nevada: University of Nevada, Reno, Nevada.
...... , 1969, Geology of Parts of the Wadsworth and Churchill Butte Quadrangles, Nevada: Nevada Bur. Mines Bull. 71.
...... , 1966, Trip No. 3— Cenozoic Geology of the Lower Truckee Canyon, in Guidebook for Field Trip Excursions in Northern Nevada: Geol. Soc. America, Cordillean Section Meeting, April 1966, Reno, Nevada, Guidebook, p. C-l to C-6. Schellie, K. L., and Rogier, D. A., 1963, Site Utilization and Rehabilitation Practices for Sand and Gravel Operations: National Sand and Gravel Assoc. 85
REFERENCES (Continued)
Silbe
Prof. Paper 458-D.
Stathis, G. J., I960, Geology of the Southern Portion of the Spanish Springs Valley Quadrangle, Nevada: M.S. Thesis, Univ. of Nev., Reno, Nevada.
Stinson, M. C. , Manson, M. W. , and Plappert, J. J. 1986 Mineral Land Classification: Aggregate Materials in' the San Francisco - Monterey Bay Area: Special Report 146, California Dept, of Conservation, Div. of Mines & Geol.
Thompson, G. A., 1956, Geology of the Virginia City Quadrangle: U.S. Geol. Survey Bull. 1042-C.
, and White, D. E., 1964, Regional Geology of the Steamboat Springs Area, Washoe County, Nevada: U.S. Geol. Survey Prof. Paper 458-A.
Washoe County Department of Comprehensive Planning, 198_, Washoe County Zoning Ordinance, Reno, Nevada. Woods, K. B. , 1960, Highway Engineering Handbook, McGraw-Hill Book Company, New York, New York, 1960. TABLE 3
REPORT OF AGGREGATE TESTS For Laboratory Trial Mix
Material 3 / V X Sk C o n c r e t e Rock Supplier.
Sampled B y _CJ_I_en_C______Date Submitted O c to b e r 1987
Sample Number______Source Washington Hi 1 1
SPECIFICATION LIMITS SIEVE PERCENT * SIZE PASSING Lightweight Spec. Normal Weight Spec ASTM C-330 C - 3 3 2" 1 Vi”
r 100 100 100
w 95 90-100 90-100 W’ 55 — ... 3/8' 30 10- 50 20- 55 #4 5 0- 15 0- 10 # 8 0- 5 #16 #30 #50 #100 #200
%
Unit Weight ( °ry Rodded
%
30. A % • Pinto # 6.19* * %
___ % %
* Sieve Analysis put in gradation for Laboratory Trial Mix
* * Based on hypothetical Gradation 87
TABLE 4
REPORT OF AGGHEGAIfc I fcb I 5 For Laboratory Trial Mix Concrete Sand Material . ______Supplier_____
Sampled By SL 1 ‘ P-H-L . . Date Submitted . ,P5.^9^ £.r. J ^ 8 7 .
Sample Number. .Source Washington Hi 11
SPECIFICATION LIMITS SIEVE PERCENT" Lightweight Spec. Normal Weight Spec SIZE PASSING AST M C -3 8 0 C -3 3
2" V h "
r
y/*
w
3/8" 100 100
#4 100 85-100 9 5 -1 0 0
#8 78 — 80-100
#16 54 1(0- 80 5 0 - 85 #30 40 — 25- 60
#50 26 10- 35 10- 30 #100 18 5 - 25 2- 10 #200 12 .1 0- 3
6.3 Specific Gravity ( __Bult^ SiS.D^. ____ basis) 2 , 23jj. Absorption.
Fineness Modulus. 2.8S Unit Weight (------. basis)------pcf.
Cleanness Value— Sand Equivalent.
L.A. Rattler Loss (500 R e vs)------Durability Factor, c _
Sulfate Soundness Loss------7 • 96 - ,:'L. Organic Impurities— Plate #.
Lightweight Pieces — Clay Lumps & Friable Particles . _*______T r i a l M ix
* * Based on hypothetical GradatiQJL. 88
TABLE 5
pn^icfT. Washington H ill Potential Concrete Aggregate Source S t o r e y C o u n t y , N evada______
DESIGN CRITERIA
LW 185 0.62 M IX NO.. ______W/C RATIO . BY W E IG H T :. 4 . 0 28-DAY COMPRESSIVE STRENGTH. ----- pii SLUMP {Maximum):------inchr k. 0-5.0 A GGREGATE SIZE (Maximum):— 1.0 .inches AIR CONTENT (Range):. ____ %
5.0 Sacks/Cubic yard CEMENT CONTENT:. CONCRETE SUPPLIER:.
CEMENT. BRAND. TYPE: Nevada Type _M_ CONCRETE USAGE: Laboratory Trial Mi x_
7 . 0 for evaluation purposes only ______W/C R A T IO (Maximum): _gali/sk
O NE CUBIC YARD
ABSOLUTE S^.O. ESTIMATED BATCH VOLUME WEIGHT FREE MOISTURE WEIGHT CU. FT. LBS. % LBS. — i~_.___ _ Nevada Type 1 1 2.59 Ii70 k70 T ,, Washi nqton Hill Ryholite (Manufactured) 8 .2 k 1 180 — 1180 3/1* X H h Washington Hill R y h o l i t e 10.61 I k 50 — lk 5 0
■ 7 -;—:------7— ; 7" “771 Water in aggregate gal. k .6 8 292 292 1.08 ( 28.2 o z ) ( 28.2 o z ) ( k .7 o z ) ( k .7 o z ) 3392 Cement TOTALS: 2 7 .0 0 3392 The S.S.D. weights should be adjusted for actual free moisture of aggregates at the time of batching.
REMARKS This mix design was prepared for a Laboratory Trial Hix based on samples of ______aggregates delivered to this lab. ______,, TABLE 6
Washington Hill Potential Concrete Aggregate Source PROJECT:. Storey County, Nevada
DESIGN CRITERIA
LW 186 0 .5 2 MIX NO.. ______W/C RATIO, BY WEIGHT:. k.O 28-DAY COMPRESSIVE STRENGTH- ___ psi SLUMP (Maximum):------inchi 6 .0-5.0 AGGREGATE SIZE (Maximum):. 1.0 .inches AIR CONTENT (Range):.
6.0 Sacks/cubic yard C E M E N T C O N T EN T:. CONCRETE SUPPLIER:.
CEMENT. BRAND. TYPE: Nevada Type_l_l_ CONCRETE USAGE: Laboratory Trial Mix
for evaluation purposes only ______W/C R A T IO (Maximum): h i } ------_gali/sk
ONE CUBIC YARD
ABSO LUTE S.S.D. ESTIM ATEO BATCH VOLUME WEIGHT FREE MOISTURE WEIGHT CU. FT. a LBS. % LBS. Nevada Type II _ 2 .8 7 56 k — 566 — Washinnton Hill Rvholite (Manufactured) 8.68 1265 1265 — J / V x H b Washington Hill Ryholite 9-69 1325 1325
. n il
6.68 292 — 292 1.08 (V ».0 o z ) ( 3*1.0 o z ) i ( 8 . 5 o z) ( 8 . 5 o z ) 3626 Cement TOTALS: 2 7 .0 0 5626 The S.S.D. weights should be adjusted for actual free moisture of aggregates at the time of batching.
REMARKS This mix design was prepared for a Laboratory Trial Mix based on samples of ______aggregates delivered to this lab. ______TABLE 7
Washington Hi!) Potential Concrete Aggregate Source PROJECT: Storey County. Nevada______
DESIGN CRITERIA
LW 187 0 . 1)8 M IX NO.. ______W/C RATIO. OY WEIGHT: l).0 _inche 28-DAY COMPR ESSIVE STRENGTH . ____psi SLUMP (Maximum):------1.0 1).0-5-0 A GGREGATE SIZE (Maximum): .inches AIR CONTENT (Rangel:------
CEMENT CONTENT: 7.0 Sacks/cubic yard------CONCRETE SUPPLIER:------— ----
CEMENT. BRAND. TYPE: Nevada Type I I------CONCRETE USAGE: Laboratory Trial Mj_x_
for evaluation purposes only______W/C RATIO (Maximum): JLA3------—------gals/sk
ONE CUBIC YARD
ABSOLUTE S.S.D. ESTIMATED BATCH VOLUME WEIGHT FREE MOISTURE WEIGHT CU. FT. LBS. % LBS. 3.35 658 — 658 fj»men! ----Li-----——— -— ■----r-,---- — 1202 -r_____ , Washington Hill Ryholite (Manufactured) 8.1)0 1202 3 / V X Hh Washington Hill Ryholite 9.09 ' I2A3 I2*>3
gal. gal. — 317 gal. 5.08 317 at. Design at A.03; 1 .0 8 (39.5 oz) Water Reducer WRDA 15, 6.0 oz/100 lb Cement (39.5 oz) ( 9-9 oz) Air Entraining Agent, Micro Air, 1.5 oz/100 lb ( 9.9 oz) 3J)20 Cement TOTALS: 27.0 31)20 The S.S.D. weights should be adjusted for actual free moisture of aggregates at the time of batching.
This mix design was prepared for a Laboratory Trial Mix based on samples of REMARKS. aggregates delivered to this lab. ______TABLE 8
LABORATORY TRIAL .MIX CONCRETE MAKING PROPERTIES TEST DATA
TRIAL BATCH MIX NO. LW 185 5.0 Sacks Nevada Type I I Cement Per Cubic Yard Washington Hi II Aggregate
Test Parameter Test Results
Slump, Inches, ASTM C 1~3 ~.0
Air Content, Percent, ASTM C 173 1.2
·Unit Weight, pcf, Fresh, ASTM C 138 126.3
ReI at i ve Yi e I d, Ratio, Ry 1.0 I
Average 7-Day Compressive Strength, psi 2620
Average !~-Day Compressive Strer.gth, psi 3130
Average 28-Day Compressive Strength, psi 3730 (Average of 3 Cylinders)
.·., ...... 92
TABLE 9
LABORATORY TRIAL MIX CONCRETE MAKING PROPERTIES TEST DATA
TRIAL BATCH MIX NO. LW 186 6.0 Sacks Nevada Type II Cement Per Cubic Yard Washington Hill Aggregate
Test Parameter Test Results
Slump, Inches, ASTM C 143 3-0
Air Content, Percent, ASTM C 173 2.6
Unit Weight, pcf, Fresh, ASTM C 138- 126.04
Unit Weight, 28 Day Air Pry, pcf 123.5
Relative Yield, Ratio, Ry 0.39
Average 7-Day Compressive Strength, psi 3480
Average 14-Day Compressive Strength, psi 4350
Average 28-Day Compressive Strength, psi 4600 (Average of 3 Cylinders)
Drying Shrinkage, Percent: 0.000 7 Days Moist ( 7 Days Total) 7 Days Dry (14 Days T o tal) 0.037 0.045 14 Days Dry (21 Days Total) 0.060 21 Days Dry (28 Days Total)
ASTM C 157 Modified as Follows:
4x4x1 1-inch samples; 10-inch gage length; samples moist-cured 7 days; dry-cured at 50+ 4 percent relative humidity, 73-4+ 3°F for 28 days. TABLE 10
LABORATORY TRIAL MIX CONCRETE MAKING PROPERTIES TEST DATA
TRIAL BATCH MIX NO. LW 187 7.0 Sacks Nevada Type II Cement Per Cubic Yard Washington Hill Aggregate
Test Parameter Test Results
Slump, Inches, ASTM C H3 . 3-3/'i
Air Content, Percent, ASTM C 173 . 2.3
Unit Weight, pcf, Fresh, ASTM C 138 . 128.12
Relative Yield, Ratio, Ry 1.01
Average 7"0ay Compressive Strength, psi 1(310
Average ll|-Day Compressive Strength, psi 1(980
Average 28-Day Compressive Strength, psi 53'(0 (Average of 3 Cylinders) TABLE 11
REPO RT OF AG G REG ATE TESTS FOR LABORATORY TRIAL MIX
Material ______3./.*>— x J A -Concrete Aggregate ______Supplier______
Sampled B y ------('~ — — ------Dale Subm illed______1 2 -1 5 -8 7
Sample N um ber------Source______Washington H ill
SPECIFICATION LIMITS SIEVE PERCENT SIZE PASSING ASTM C -3 3 2"
116"
r 100 ______LOO______c y/' c c C 95 1 '- ” 6 55______3/8* ______10 ______2£1_=___55______
#4 c c 5 1
#8 O - 5 #16
#30
#50
#100
#200 3
Spflrifir Gravity ( Bulk S.S.D. ______basis) ,2_1Q_ Absorption------?L l 2 ------%
Unit Weight ( D r y , Rodded______basis) 2 U L pcf. Fineness Modulus
Sand Equivalent______— ______Cleanness Value------%
Durability Factor, ______L.A. Rattler Loss (500 R e vs)------% • (Based on Hypothetical Organic Impurities______— Plate # ______Sulfate Soundness Loss___ 6 .1 9 ------Gradatipn)__ %
Clay Lumps & Friable Particles------___ % Lightweight Pieces ------%
T his was the same coarse aggregate as u sed in the previous trial mix for evaluation ______of lightweight aggregate, see Plate 1 of E.T.A. report dated 12/14/87. 95
TABLE 12
REPORT OF AGGREGATE TESTS FOR LABORATORY TRIAL MIX
Material Concrete Sand------Supplier------
Sampled By______C l i e n t ------Date Submitted----12- 15.-82------Sample Number___ = r r ------Source------Wnshlnston Hill
SPECIFICATION LIMITS SIEVE PERCENT SIZE PASSING ASTM 0 -3 3 ... .
2“
V t i '
r
v r
w
3/8- 100
#4 10 0 95 - 100
ft 8 87 80 - 100
#16 61 50 - 85
#30 37 25 - 60
#50 17 10 - 30
#100 6 2 - 10 #200 2 .5 —
Specific Gravity ( B u l k S . S^D ,------bants) _ L 2 f i Absorption.
Fineness Modulus . .2,t.S3_ Unit Weight (_ basis). . pcf.
Cleanness Value— % Sand Equivalent-
LA. Rattler Loss (500 Revs) . % Durability Factor, c .
Sulfate Soundness Loss----- % Organic Impurities— Plate t t .
Lightweight Pieces .------% Clay Lumps & Friable Particles------—------■ Sand was washed and recombined £or above gradation.__This is a natural sand, not_a_
crushed product TABLE 13
Washington H ill Potential Concrete Aggregate Source PROJECT: Storey County, N evada ______
DESIGN CRITERIA
LW 199 .56 MIX NO— ------W/C RATIO. BY WEIGHT:
23-DAY COMPRESSIVE STRENGTH------TCI------psi SLUMP (Maximum):------LJ3------inc
AGGREGATE SIZE (Maximum):______L • ^______inches AIR CONTENT (Range):______^ ~ 5 ~°------6.0 sacks/cubic yard CEMENT CONTENT:______CONCRETE SUPPLIER: __ _ _ _ ------Nevada, Type I I CONCRETE USAGE: Laboratory T ria l Mix for----- CEMENT. BRAND. TYPE:----- 6.33 Evaluation Purposes Only______W/C RATIO (Maximum): ----- gals/sk'
ONE CUBIC YARD
ABSOLUTE S.S.D. ESTIMATED BATCH VOLUME WEIGHT FREE MOISTURE WEIGHT CU. FT. LBS. X LBS. Nevada, Type II 2.87 566 566 Cement____:------— -—— —------——------Top sand W a s h in g t o n 111)1 R h y n l i fo-n.-i n ir . il w ashe d 8.98 1231 8.99 1229 1229 3/6" x #6 Washington Hill Rhyolite ______sand
__ , qal. gal. 317 317 38 qal. 5733 4.0% 1.08 Air content • ..Design (? ( 36.0 oz. l/ater Reducer WRDA 15 , 6.0 oz/100 lb. rornonr (36.0 oi.) ( 4.2 oz.) Air Entraining Agent, Micro Air. 3/6 oz/100 1b. ( 6.2 oz.) 3361 3361 TOTALS: 27.00 The S.S.D. weights should be adjusted for actual free moisture of aggregates at the time of batching.
This Mix Design was prepared for a laboratory trial mite utilizing samples REMARKS. of aggregates delivered to this laboratory.______97
TABLE 14
LABORATORY TRIAL MIX
CONCRETE MAKING PROPERTIES TEST DATA
TRIAL BATCH MIX NO. LW 199
6.0 sacks Nevada Type II cement per cubic yard Wash in ton Hill Aggregate Date Batched 12/30/87
TEST PARAMETER TEST RESULTS
Initial Tests during Batching
Slump, inches (ASTM C-143) 3.0
Air Content. X (ASTM C-173) 4.0
Unit Weight, pcf. (ASTM C-13B) 124.6
Relative Yield Ratio .993
Hardened Concrete
Unit Weight. 28 Day Air Dry. pcf. 1 19.2
Average 7 Day Compressive Strength, psi. 2920
Average 14 Day Compressive Strength, psi. 3490
Average 28 Day Compressive Strength, psi. 3 9 9 0
(All compressive strengths are average of three cylinders.) COMPRESSIVE STRENGTH, AE/ECT AI B WEIGHT BY RATIO WATER/CEMCNT AL 15 TABLE 9 8 99
APPENDIX 1
PERMITTED USES IN A-l FIRST AGRICULTURAL DISTRICTS WASHOE COUNTY, NEVADA
&
APPLICATIONS REQUIRED FOR THE EXTRACTION OF CONSTRUCTION AGGREGATE WASHOE COUNTY, NEVADA
by Washoe County Zoning Ordinance (198_)
&
Washoe County Regional Planning Commission Department of Comprehensive Planning Washoe County, Nevada 100
APPENDIX 1
(b) M E (Industrial Estates) and H-L (Historic or Landmark) Districts subject to the issuance of a special use permit reviewed by the planning commission. (c) Public parks and recreational areas or in conjunction with a permitted private recreational use in any agricultural or residential district, subject to the issuance of a special use permit reviewed by the board of adjustment or by the planning ^ commission as a part of its review of the special use permit required for a private recreational use. (Art. 5, Ord. No. 57; A 72-1519, 73-1594; Ord. Nos. 256, 265, 323, 426, 427, 490]
Article 6: A-l First Agricultural Districts
110.100 A-l First Agricultural District: Permitted uses. Uses permitted in an A-l First Agricultural District on a lot or parcel of land having the required area and required width: 1. Single-family dwellings of a permanent nature and accessory buildings and uses thereto. 2. Stables. 3. Farms for the raising or growing and marketing on a commercial scale of poultry, rabbits, livestock, tree and bush crops, nursery stock, field crops, but not including commercial slaughtering. 4. Buildings for the sale and display of products grown and raised on the premises, provided no 3uch buildings are situated closer than 50 feet to any property classified in a residential district, or closer than 30 feet to any street or highway. 5. Buildings, corrals, coops, pens, stables or structures used in conjunction with farming or ranching, provided that they are located not closer than 100 feet to any street or highway, or to any public park or school, or to any land classified in a residential district. 6. Overnight trailer campground facilities, including accessory facilities, subject to the issuance of a special use permit reviewed by the board of adjustment. 7. Educational uses and buildings, churches, temples or other structures used exclusively for religious worship. 8. Tennis, golf course, ski resort, swimming, civic, cultural, country club and other similar recreational uses, including normal accessory uses (provided such accessory uses are incidental to the primary use of the property) on parcels of a minimum of 2 acres, subject to the issuance of a special use permit reviewed by the planning commission. 9. Child-care facilities for six or fewer full-time children., including those of the child-care facility licensee who are
6274 . If
101 APPENDIX 1
under the age of 7 years, except that care may also be ?r?Jlded. f2r up t0 three additional part-time children for hours before school and 3 hours after school, but onlv during periods when schools are in session, subiect to fho of^welfare? pe“ i3si“ °f Couety’IeparLeS? .
f ° are under the age of 7 ve, « , adjS?te?nt?Se petmlt following review by the board of
urea; p^i^dlSfthe^ig^ 16 feet in highway?3andCated Cl°Ser tha" 10 £e“ “ street or (b) Pertains only to the sale, lease or hire of the premises or of the products grown on the premises. 12. Dude or guest ranches situated on a parcel of land having an area of five or more acres, provided that guest r°°m3 or guest cottages do not have kitchen facilities in con3unction therewith. Extra^tion of sand, gravel, topsoil and like earth Pf?hUCt3' 111(1 °?erat:LOn of a rock crusher when in conjunction with an extraction activity, subject to the issuance of a special use permit reviewed by the board of adjustment. u-iq^KrCmentS issuance _ of a special use permit in addition to those specified in Article 51 are as follows: (a) The applicant must submit a plan showing, amqng other things, the area of development, stages of development, sources of water supply and the condition of the site upon completion of work or exhaustion of sand, gravel, topsoil or like earth products. The plan shall be approved by the board of adjustment and the board of county commissioners. Compliance with the plan shall be a condition of the special use permit. (b) The applicant must furnish a performance bond in an amount determined by the county engineer sufficient to insure performance of the conditions of the special use permit. 14. -Mining, including ore-processing operations, subject to the issuance of a special use permit reviewed by the board of adjustment. 15. Cemeteries and memorial parks and accessory uses such as mausoleums and crematoriums, subject to the issuance of a special use permit reviewed by the board of adjustment: Require ments ^ for consideration and issuance of a special use permit in addition to those specified in Article 51 are as follows: (a) The applicant shall submit a complete plan of the entire property showing the design of gardens, buildings, streets,
6275 . APPENDIX 1
landscaping, parking, existing and/or final topography, development stages, adjacent uses, streets, watercourses, necessary screening, etc. (b) The applicant must submit a location map showing general uses, zoning and street pattern within one-half mile of the subject property. (c) The applicant must submit a financial statement indicating ability to proceed and the names of all owners or developers concerned with the application. (d) Applicants must submit a statement completely de scribing the type and use of the cemetery. 16. .Marinas, including those normal accessory uses, provided such accessory uses are incidental to the primary use of the property as a marina, subject to the issuance of a special use permit reviewed by the board of adjustment. 17. Temporary highway, public utility, railroad and similar maintenance camps, and ranch and livestock camps, subject to the issuance of a special use permit reviewed by the board of adjustment. 18. Dog kennels, including the commercial boarding and caring for animals other than livestock, on parcels of a minimum 2 1/2 acres, subject to the issuance of a special use permit reviewed by the board of adjustment. Requirements for the issuance of a special use permit in addition to those specified in Article 51 are as follows: (a) Provision of fencing and soundproofing, to include hedging and/or planting, to the satisfaction of the board of adjustment. (b) Animals to be confined at all times to an area not closer than 100 feet to any adjacent residence. (c) Review on an annual basis. 19. Public parks and recreational areas. 20. Animal hospitals and veterinarian offices on parcels of a minimum 2 1/2 acres, fronting on collector, arterial or expressway thoroughfares, as defined in section 85.035 of the Washoe County Code, subject to the issuance of a special use permit reviewed by the board of adjustment^ Requirements for the issuance of a special use permit, in addition to those specified in Article 51, are as follows: (a) Provision of fencing and soundproofing, to include hedging and/or planting, to the satisfaction of the board of adjustment. (b) Adequate off-street parking for the proposed use, to the satisfaction of the board of adjustment. The minimum requirement is five off-street parking spaces for each veterinarian. For facilities specializing in the care and treatment of large animals, the required off-street parking spaces shall be oversized to accommodate horse trailers, etc.
6276 . 103 APPENDIX 1
(c Treatment and confinement of animals to be located at all times in an area not closer than 100 feet to any adjacent residence, not closer than 50 feet to any adjacent property line and not closer than 50 feet to the centerline of any drainage channel, as defined by the Uniform Building Code (sections 100.010 to 100.235, inclusive, of the Washoe County Code), irrigation ditch or continuously flowing watercourse. ^ (d) Review and approval by the Washoe County district health department regarding sanitation. [Part Art. 6, Ord. No. 57; A 71-1077, 72-434, 73-1481; Ord Nos. 256, 316, 406, 465, 490]
,110-101 A-l First Agricultural District: Conditions, limitations and requirements, The following conditions." limitations and requirements apply in an A-l First Agricultural District:
1 - Parking: One off-street parking space for each dwelling unit. 2* Accessory buildings: A detached accessory building shall be located not closer than 10 feet to any main build ing on the same or adjoining lot. 3. Height limitation: Two stories. 4- Required area and width: One acre minimum area; 120 feet average width for each dwelling. 5 • Dwellings : There may be one or gnore one-family dwellings on any lotnor parcel .having an'area .in excegs^Qf 1 acre, provided^that .-there/Is',riot leas thdh 1 avcre for^ each dwelling and that such structures are not less than 24 feet apart. 6. Yards: Except as provided in Article 5, yards shall be: (a) Front yard: Equal to the building line setback as set forth in Article 45, but in no event less than 30 feet. (h) Side yards: Ten percent of the average width of the lot or parcel, but in no event less than 12 feet. A lot or parcel having an average width cf more than 120 feet frontage may have side yards of 12 feet, provided the total distance between main buildings is not less than 24 feet. (c) Rear yard: Not less than 30 feet. [Art. 6, Ord. No. 57; A 71-1077, 72-434, 73-1481; Ord. Nos. 256, 316, 406, 465, 490]
Article 7: A-2 Second Agricultural Districts
110.102 A-2 Second Agricultural District: Permitted uses. Uses permitted in an A-2 Second Agricultural District on a lot or parcel having the required area and required width: All uses
6277 . 104 a p p e n d i x 1
SUPPLEMENTAL INFORMATION SPECIAL USE PERMIT APPLICATION
Summary of proposed use (including type of activity, number of employees, description of structures to be built/used):______
Identify the impacts of the proposed use on adjacent land uses and public facilities (such as noise, traffic generation, hours of operation, odors, smoke, dust):
Utilities:
Sewer service ______Water service______
If water rights are to be dedicated, indicate the type and quantity of water rights you have available:
______permitted, ______acre feet/year ______certified, ______acre feet/year
Who holds title to these rights:______APPENDIX 1 If applicable, how many improved parking spaces are available, or will be provided? (Please indicate on site plan.)
On-site______Off-site______
What type of landscaping is proposed, o.g. shrubs, fencing, painting scheme? (Please indicate location on site plan.)
If applicable, what type of signs and lighting will be provided? (Please indicate location of signs and lights on site plan. Show on a separate sheet a rendition of each sign: height, width, message materials. Lighting intensity should be expressed in milliamps.)
Are there any deed restrictions that condition or prevent the use of this property as proposed?______If yes, attach a copy of the pertinent sections of the deed restrictions.
Nearest community service:
Fire______Po!ice______APPENDIX 1
MATERIALS REQUIRED FOR SUBMITTAL
.1. FEE: See enclosed feo schedule. Make check payable to Washoe County.
.2. Nino (9) photo-copies plus the original of the Washoe County Development Application for a total of ten (10), and nine (9) photo-copies plus the original of the supplemental information sheet fora total of ten (10).
.3. Fifteen (15) copies of a complete site plan and structural elevations.
4. One site plan (8-1/2" x 11“).
.5. Site plan specifications are as follows:
------(a) Lot size with dimensions drawn to scale showing all streets and ingress/egress to the property.
------(b) Show all structures presently located or proposed on the parcel with their distances from the property lines and from each other.
------(c) Show locations of parking (including stall length and width), landscaping, signage and lighting (including milliamps).
(d) If applicable, on separate sheet, show sign size, message, lighting and material.
______(e) Show location of all easements, wells, septics, leachfields, etc.
6. All plans are to be folded to an 8-1 /2" x 11" size.
7. Applications and supporting data are to be collated into ten (10) separate packets with the remaining maps being attached to the original packet.
STAFF RESERVES THE RIGHT TO RETURN ANY INCOMPLETE PACKET TO THE APPLICANT AND TO RESCHEDULE THE APPLICATION UPON RESUBMITTAL. NO APPLICATION WILL BE DEEMED ACCEPTED UNTIL ALL INFORMATION IS RECEIVED. 107 APPENDIX 1
SPECIAL USE PERMIT APPLICATION PROCEDURES
The application must be submitted on or before the 25th of each month no later than 5:00 p.m. to the Washoe County Department of Comprehensive Planning for action by the Washoe County Planning Commission or Board of Adjustment two months hence. The Board of County Commissioners will take final action on the application approximately 2 to 4 weeks after Planning Commission or Board of Adjustment action.
1. When the 25th is a Saturday or a Friday holiday, the submission date is the 24th, no later than 5:00 p.m.; if this date is a Sunday or a Monday holiday, the 26th, no later than 5:00 p.m.; and If the 26th is a holiday on Tuesday, Wednesday, Thursday, Saturday or Sunday, the applications must be submitted on the working day prior to the holiday, not later than 5:00 p.m.
2. The Planning Commission meets the first Tuesday of every month commencing at 6:30 p.m.; the Board of Adjustment meets the first Thursday of every month commencing at 1:30 p.m. Both meetings are held in the Commission Chambers, Washoe County Administration Building, 1205 Mill Street, Reno, Nevada.
3. The planning staff will review the submitted packet and accept or reject the application within four (4) working days after the submission deadline. Any incomplete applications will not be processed until all necessary items are received.
4. STAFF REVIEW. The application and accompanying information will be circulated to various agencies for review.
5. PUBLIC NOTICE. All property owners within 300 feet of the boundaries of the subject site will be noticed by mail regarding the request and time, date and place of the public hearing.
6. PUBLIC HEARING. The meeting of the Planning Commission/Board of Adjustment will bo a scheduled public hearing at which time the applicant and all other interested parties will be heard.
7. RECOMMENDATION. Following the public hearing, the Planning Commission/Board of Adjustment will make its recommendation for approval, denial or approval with conditions. After the recommendation is made, the planning staff will send a letter to the Board of County Commissioners indicating the action taken, a copy of which will be sent to the applicant.
8. APPEAL. For ten days, following receipt of the above-mentioned letter by the County Clerk, the recommendation of the Planning Commission/Board of Adjustment may be appealed by submitting the appropriate form and fee to the County Clerk's office.
9. BOARD OF COUNTY COMMISSIONERS CONSIDERATION. After the appeal period expires, the County Clerk will schedule the applicant's request for a County Commission meeting. On cases where an appeal has been filed, a public hearing will bo scheduled by the Board of County Commission. Final decision is made by the County Commission. APPENDIX 1
TIME REQUIRED FOR APPROVAL:
From the date an application is submitted, the applicant should anticipate a time period o! approximately 60 days to receive approval or denial by the Board of County Commissioners.
WASHOE COUNTY DEPARTMENT OF COMPREHENSIVE PLANNING
241 RIDGE STREET P.O. BOX 11130 RENO, NEVADA 89520 PHO N E: (702) 785-4043 109 APPENDIX 1
SUPPLEMENTAL INFORMATION
SPECIAL USE PERMIT APPLICATION M-E (INDUSTRIAL ESTATES) LAND USE DISTRICT
Summary of Proposed Use (including type of activity, number of employees, description of structures to be built/used):
Identify the impacts of the proposed use on adjacent land uses and public facilities (such as noise, traffic generation, hours of operation, odors, smoke, dust):
U ti1 i ties :
Sewer service
Water service APPENDIX 1 If water rights are to be dedicated, indicate the type and quantity of water rights you have availble:
______permitted, ______acre feet/year ______certified, ______acre feet/year
W ho holds title to these rights:
If applicable, how many parking spaces are available, or will be provided? (Please indicate on site plan.)
O n - Site ______Off-Site ______
What type of landscaping is proposed, e.g. shrubs, fencing, painting scheme? (Please indicate location on site plan.)
If applicable, what type of signs and lighting will be provided? (Please indicate location of signs and lights on site plan. Show on a separate sheet a rendition of each sign: height, width, message materials. Lighting intensity should be expressed in milliamps.) ______
Are there any deed restrictions that condition or prevent the use of this property as proposed? ______If yes, attach a copy of the pertinent sections of the deed restrictions.
Nearest Community Services:
Fire ______
Police 111 APPENDIX 1
M-E SPECIAL USE PERMIT APPLICATION PROCEDURES
The application must be submitted on or before the 25th of each month no later than 5:00 p.m. to the Washoe County Department of Comprehensive Planning for action by the Design Review Committee of the Washoe County Planning Commission two months hence. The Board of County Commissioners will take final action on the application approximately 2 to 4 weeks after Design Review Committee action.
1. When the 25th is a Sa turday or a Friday holiday/ submission d< is th e 24th, no later than 5:00 p.m.; if that date a Sun day or a Mon the 26th, later than 00 p .m. ; and if holiday Tuesday/ Wednesday/s d a y , Thursday,Thursday / Saturday or S u n d a y , applications must be submitted on the working day prior to the holiday, no later than 5:00 p.m.
The Design Review Committee meets the first Monday of every month commencing at 1:30 p.m., in the offices of the Department of Comprehensive Planning, 241 Ridge Street, Reno, Nevada.
The Planning staff will review the sub mi t ted pac ke t an d accept or reject the application with in four (4) worki ng days after the submission deadline, Any inc omple te applications will not be processed u n ti 1 all ne cessa ry items are received.
on STAFF REVIEW: The application and accc mpa ny ing in formati will be circulated to various agencies for r e v i e w .
of the PUBLIC NOTICE. All property owners w: thi n 300 f eet boundaries of the subject site will be notified by mail regarding the request and time, date and place of the public h e a r i n g .
PUBLIC HEARING. The meeting of the Design Review Committee will be a scheduled public hearing at which time the applicant and all other interested parties will be heard.
RECOMMENDATION. Following the public hearing, the Review Committee will make its recommendation f o r the denial or approval with conditions. After the recommendation is made, the planning sta. wi se letter to the Board of County Commissioner, indicating the action taken, a copy of which will be sent to the applicant.
(DO NOT INCLUDE THIS SHEET WITH THE APPLICATION.)
3 112 APPENDIX 1
8. APPEAL. Dor ten days, following receipt of the above- mentioned letter by the County Clerk, the recommendation of the Design Review Committee may be appealed by submitting khe appropriate form and foe to the County Clerk's Office
9. BOARD OF COUNTY COMM ISSIONERS CONSIDERATION. After the appeal period expires, the County Clerk will schedule the applicant's request for a County Commission meeting On cases where an appeal has been filed, a public hearing will be advertised and held by the County Commission. Final decision is made by the County Commission.
TIME REQUIRED FOR APPROVAL:
From the date an application is submitted, the applicant should anticipate a time period of approximately 60 days to receive approval or denial by the Board of County Commission.
(DO NOT INCLUDE THIS SHEET WITH THE APPLICATION.)
4 113 APPENDIX 1
M-E SPECIAL USE PERMIT APPLICATION MATERIAL
X. FEE: See enclosed fee schedule. Make check payable to Washoe County.
2. Nine (9) photo-copies plus the original of the application for a total of ten (10) and nine (9) photo copies plus the original of the supplemental information sheet for a total of ten (10).
3 _ Ten (10) copies of a complete site plan and structural elevations.
A. One site plan (8-1/2" x 11").
5. Site plan specifications are as follows:
(a) Lot size with dimensions drawn to scale showing all streets and ingress/egress to the property.
(b) Show all structures presently located or proposed on the parcel with their distances from the property lines and from each other.
(c) Show locations of parking (including stall length and width), landscaping, signage and lighting (including milliamps).
(d) If applicable, on separate sheet, show sign size, message, lighting and material.
(e) Show location of all easements, wells, septics, leachfields, etc.
6. All plans are to be folded to an 8-1/2" x 11 size
7. Applications and supporting data are to be collated into ten (10) separate packets.
NO APPLICATION WILL BE DEEMED ACCEPTED UNTIL ALL INFORMATION IS RECEIVED.
5 114 APPENDIX 1
WASHOE COUNTY "To Protect and To Serve”
1205 MILL STREET DEPARTMENT OF PUBLIC WORKS POST OFFICE BOX 11130 ENGINEERING DIVISION RENO, NEVADA B9520 d o u g l a s h o p k in s c o u n t y w. , ENGINEER February 3 1987 PHONE: (702) 785-1281
THE FINAL MINING PLAN
The Final Mining Plan is intended to be a map sufficiently comprehensive as to address the concerns and observations of the County staff relative to code and policy and enable them to supplement the enumerated conditions of the issued Special Use Permit. It will be expected to be prepared by a professional firm or individual and must not be one adapted from already existing commercial mapping--(ie: a quadrangle map). The enclosed guidelines are provided to assist in its oreparation. (Note) A Tentative Mining Plan, one prepared solely to be submitted with the application to the Board of Adjustment, may be on commercially prepared mapping but must address all items marked by an asterisk*.
The applicant is to provide two draft copies of the Final Mining Plan to both the County Engineer and the District Health Department (2) for their initial review. Later, a single copy of the approved Final Mining Plan must be provided to the above agencies. The County Engineer will then determine the amount of the Performance Bond required to assure compliance with the Special Use Permit. Mining must not begin prior to the bond being provided and District Health Department's approval.
A. FORMAT:
1. Size: 24" x 36" prints from a vellum or other suitable reproduction medium (1" borders except 2" on the left).
2. Horizontal Scales (Plan view and cross sections):
(a) Parcels up to 80 acres: 1" = 100'
(b) Parcels over 80 acres: 1" = 200'
3. Vertical Scales: 5 percent or less, of horizontal scale.
4. Datum: U.S.G.S. if a bench mark is within one mile.
1 of 3
WASHOE COUNTY IS AN EQUAL OPPORTUNITY EMPLOYER 115 APPENDIX 1
B. DESIGN:
1. Excavated slopes:
(a) 3:1 or flatter and revegetate ^ or,
(b) bench if (a) is waived by County Engineer
2. Embanked slopes:
(a) 3:1 or flatter and revegetate
* 3. Define limits of phasing throughout initial 5 years of this Special Use Permit. Toe/shoulder stopped at least 20 feet short of neighboring property lines.
(a) Note: Bond premiums are typically for one year; hence, phasing should be a multiple of one year. IE: Phase I equals two years of mining activity. Therefore, before the bond is two years old, furnish a renewal notification to the County Engineer.
4. Contour Interval:
Natural Slope Contour Interval 0 - 5% 2 feet 5 - 20% 5 feet 20 - 40% 10 feet 40% plus 20 feet
* 5. The access road: Alignment, surface treatment program for dust abatement, etc.
* 6. Processing or manufacturing facility:
(a) location, extent, description, etc.
(b) hours of operation
(c) abatement of dust
* Items considered essential to be submitted with application to Board of Adjustment.1
(1) (W-SCD) Washoe-Storey Conservation District. Contact person: Dick MacDougal (Phone 784-5408) 1281 Terminal Way, Suite 204, Reno, Nevada 89502.
2 of 3 116 APPENDIX 1
C. CONTENT:
'l. Seal of preparer who is duly licensed by the Nevada State Board of Registered Professional Engineers and Land Surveyors. 2. Title Block:
(a) Name, address and telephone of Soecial Use Permittee (b) Special Use Permit Number. (c) Location by fractional Section, Township and Range. (d) Scales and contour interval.
* 3. Location map schematically relating to the surrounding main roads or highways.
* 4. Contours, topography, existing and proposed improvements.
5. Location of live and intermittent water courses (including natural drainways).
6. Typical cross sections per phase: 2 parallel and 2 at Right Angles.
* 7. Source of water for dust control and human needs:
(a) Well, surface water, etc. (b) Letter of approval from Nevada Department of Water Resources as to water source.
* 8. Dust control plan within pit area and access road. (Air Pollution Control Regulation 040.030).
* 9. Sanitation and solid waste program.^
10. Revegetation program: Secure a written response from ^ (W-SCD) copied to the County Engineer. Transfer those relevant responses directly onto the plan.
* Items considered essential to be submitted with application to Board of Adjustment.
(1) (W-SCD) Washoe-Storey Conservation District. Contact Person: Dick MacDougal (Phone 784-5408) 1281 Terminal Way, Suite 204, Reno, Nevada 89502.
(2) District Health Department. Contact Personnel: Terri Svetich or Brian Wright (Phone 785-4290) Wells at 9th Avenues, Reno, Nevada.
3 of 3 APPENDIX 1
Conformance to plans approved as part of the special use permit.
Completion of construction of all structures used to further the operation within two years from the date of approval by the County Commissioners.
The Board of County Commissioners reserves the right to review and revise the conditions of this approval should they determine that a subsequent license or permit issued by Washoe County violates the intent of this approval.
If water rights and/or water and sewer facilities are required, said rights and facilities shall be dedicated to Washoe County pursuant to Ordinance 5Q6.
Lighting shall be adjusted so that the impact on the residential areas will be minimal, said lighting to be 3hown on an approved mining plan.
The applicant shall submit a detailed mining plan, to include adequate measures addressing safety and environmen tal concerns, including but not limited to storm drainage and erosion control, both during the operation and to restore, the site upon cessation of the operation to the satisfaction of the County Engineer, and once the plan i3 approved, 3hall post an adequate bond as required by the County Code to the satisfaction of the County Engineer.
The State Environmental Protection Division must submit a letter to our office certifying their approval of this project.
A letter of approval must be submitted from the Division of Water Resources approving this proposal.
The applicant shall submit a proven source of water (drawdown tests).
Provide adequate on-site dust control in pit area, on haul roads and for material processing.
A detailed mining, storm drainage, erosion control and resloping/regulation plan shall be submitted to the Washoe County District Health Department for review. The plan shall also illustrate phased progression of development.
Before final approval, a letter must bo submitted by the Washoe/Storey Conservation District approving the proposed method of drainage control and soil stabilization. 118 3 pit tockpiles s PPENDIX 1 A t t from stockpiles project falls under the Prevention of Significant 3 3 u Drilling Blasting Dumping of trucks at Loading of trucks in D Agglomeration processing Unpaved haul roads Conveyors used in operations Stacking Ore bin3 The applicant shalling crushing comply with and grading all New of Source stone Performance and rock materials. obtained for from the the Washoe open County pit District mine, Health materials Department processing and cyanide is required. A copy of the contract with an authorized Standards of the Air Pollution Control Regulations concernleaching operations. An "Authority to C o n s t r u c t / P e r m i t to Operate" shall be nonseweredof toilets 100 employees, shall be a utilized. minimum of six Based (6) on nonsewered a maximum toilet A test trench for the sewage disposal field will be Until 3uch a time as septic system is constructed, portable pumbing contractor shall be submitted to inspection thi3 office. of this test trench with this Department. required on Percolation the proposed tests may site. A solid be necessaryte 3 wa plan Please must depending be schedule submitted upon what the for review by the if thi soils are encountered in the Health test trench.Authority. Deterioration (PSD) Regulations. Applicant will meet with the Health Department to determine Applicant willnot covered submit in an the original estimation application: of total suspended particulates (TSP) generation from the following sources B. A. E. D. C. F. Applicant will : submiting a process flowsheet showing proces G. . H sing operations including, but not limited to the follow B. B. Conveying A. A. Crushing E. E. Agglomeration facility operations U Q F. Leach recovery cycle 119 APPENDIX 1
The special use permit shall be reviewed by the Board of Adjustment on a yearly basis based upon a submittal of a report by the applicant to ascertain compliance. The aforementioned bond shall be reviewed at this time by the County Engineer for any necessary adjustments to it3 face amount and shall be adjusted upon approval by the Board of County Commissioners. Should any complaints or concerns be filed prior to that time, the permit shall be reviewed as soon as practicable adhering to scheduling constraints.
Conformance to all applicable federal, state and local rules and regulations.
The applicant shall notify all affected property owners P r -'’°,r anV use of explosives and po3t warning 3 igns specifying the dates of explosives use. Said notifications shall be forwarded to the County Engineer prior to the e v e n t .
Approval of any seasonal, temporary or permanent shut-down occurrences 3hall be obtained from the applicable agencies.
The applicant shall receive a Habitat Modification Permit (N.R.S. 501.105, N.A.C. 504.520) from and comply with conditions of the Nevada Department of Wildlife prior to the issuance of any administrative permits.
Prior to commencement of operation, the applicant shall provide a housing plan identifying housing availability and costs and outlining the applicant's contribution to same to be reviewed and approved by the Planning staff.
This special use permit shall expire in five years from the date of approval by the Board of County Commissioners unless extended by action of the Board of County Commis sioners following an application for an extension of time and review by the Board of Adjustment. APPENDIX 2
DEFINITION OF ROCK FRACTURING
by Harding Lawson Associates (1973) 121 APPENDIX 2
Fracturing Fractures include joints, faults, shears and other more or less continuous ruptures in the rock. Joints are fractures (no relative movement of the rock on either side) and can be regular or irregular and discontin uous. Faults or shears are fractures on which movement has taken place. These features tend to reduce the overall mass hardness and strength of the rock. Open voids and any fill (e.g. clay, quartz, etc.) present in fractures should be described.
Spacing of fractures should be categorized in order to better determine the material rippability. Harding Lawson Associates (1973) categorizes fracture spacing as follows:
FRACTURE INTENSITY SIZE OF PIECES (feet) Crushed less than 0.05
Intensely fractured 0.05 to 0.1 Closely fractured 0.1 to 0.5
Moderately fractured 0.5 to 1.0
Little fractured 1.0 to 4.0
Massive greater than 4.0 APPENDIX 3
SEISMIC VELOCITY CHARTS &
ESTIMATING RIPPING PRODUCTION
by
Caterpillar Tractor Company (1980)
RIPPABILITY ANALYSIS OF WASHINGTON HILL
by Burdick et al. (1988) APPENDIX 3
USE OF SEISMIC VELOCITY CHARTS The charts of ripper performance estimated by seis mic wave velocities have been developed from field tests conducted in a variety of materials. Considering the extreme variations among materials and even among rocks of a specific classification, the charts must be recognized as being at best only one indicator of rippability. Accordingly, consider the following precautions when evaluating the feasibility of ripping a given formation: — Tooth penetration is often the key to ripping suc cess, regardless of seismic velocity. This is par ticularly true in homogeneous materials such as mudstones and claystones and the fine-grained caliches. It is also true in tightly cemented forma tions such as conglomerates, some glacial tills and caliches containing rock fragments. — Low seismic velocities of sedimentaries can in dicate probable rippability. However, if the frac tures and bedding joints do not allow tooth pene tration, the material may not be ripped effectively. — Pre-blasting or “popping” may induce sufficient fracturing to permit tooth entry, particularly in the caliches, conglomerates and some other rocks; but the economics should be checked carefully when considering popping in the higher grades of sandstones, limestones and granites. Ripping is still more art than science, and much will depend on the skill and experience of the tractor oper ator. Ripping for scraper loading may call for different techniques than if the same material is to be dozed away. If cross-ripping is called for, it, too, requires a change in approach. The number of shanks used, length and depth of shank and tooth angle, direction, throttle position — all must be adjusted according to field con ditions encountered. Ripping success may well depend on the operator finding the proper combination for those conditions. APPENDIX 3
ESTIMATING RIPPING PRODUCTION Ripping costs must be compared to other methods of loosening the material — usually drilling and blasting — on a cost per ton or bank cubic yard basis. Thus, an accurate estimation of ripper production is needed to determine unit ripping costs. There are three general methods of estimating rip ping production: 1. The best method is to record the time spent rip ping, then remove (using scrapers or loaders and trucks) and' weigh the ripped material. The total weight divided by the time spent will give hourly production. Some care will be needed to assure that only ripped material is removed. 2. Another method is to cross-section the area and then record the time spent ripping. After the ma terial has been removed, cross-section the area again to determine the volume of rock removed. The volume divided by the time spent ripping gives the ripping rate per minute or hour. 3. The least accurate method, but valuable for quick estimating on the job, is timing the ripper over a measured distance. An average cycle time should be determined from a number of timed cycles. Turn-around or back-up time must be included. Measure the average rip distance, rip spacing and depth of penetration. This data will give the vol ume per cycle from which the production in bank cubic yards can be calculated. Experience has shown results obtained from this method are about 10 to 20% higher than the more accurate method of cross-sectioning. An example of the measured distance method for cal culating ripper production is: Data — D9L — No. 9 with one tooth. 910 mm (36 in.) between passes. 1.6 km/h (1 MPH) average speed (including slippage and stalls). 125 APPENDIX 3 Rip pers D7G Ripper Performance • Estimated by Seismic Wave Velocities
Seismic Velocity 0 Motors Por Socond x 1000 L Feet Por Socond x 1000 0 TOPSOIL CLAY GLACIAL TILL IGNEOUS ROCKS GRANITE BASALT TRAP ROCK SEDIMENTARY ROCKS SHALE SANDSTONE SILTSTONE CLAYSTONE CONGLOMERATE BRECCIA CALICHE LIMESTONE METAMORPHIC ROCKS SCHIST SLATE MINERALS & ORES COAL IRON ORE
RIPPABLE NON-RIPPABLE K\\\l,N sxlSM
D8L Ripper Performance Rippers • Multi or Single Shank No. 8 Ripper • Estimated by Seismic Wave Velocities
Seismic Velocity ® Meters Per Second x 1000 L Feet Per Second x 1000 0
RIPPADLE APPENDIX 3
R ip p ers D9L Ripper Performance • Multi or Single Shank No. 9 Ripper • Estimated by Seismic Wave Velocities
Seismic Velocity ° Meters Per Second x 1000 Feet Per Second x 1000 0 8 9 10 11 12 13 14 15
niPPADLE
D10 Ripper Performance Rippers • Multi or Single Shank No. 10 Ripper • Estimated by Seismic Wave Velocities
Seismic Velocity 0 Meters Per Second X 1000
Feet Per Second X 1000 0 GLACIAL TILL IGNEOUS GRANITE BASALT TRAP ROCK SEDIMENTARY SHALE SANDSTONE SILTSTONE CLAYSTONE CONGLOMERATE BRECCIA CALICHE LIMESTONE METAMORPHIC SHIST SLATE MINERAL & ORES COAL IRON ORE NON-RIPPABLE r i p p a b l e 127 APPENDIX 3
Rippability Analysis of the Q & D Construction near Sparks, Nevada
IMPORTANT NOTE caterpillar's rippability analysis is intended to forecast what machine (or range of machines) is likely to successfully rip the materials tested at a given site. The only ^ “ ^ a t ^ i e c r o f
s « . r d - w , otherwise, arising from use of the Rock Mechanics Analysis or any part thereof.
Report prepared by:
j. s. Burdick Caterpillar Inc.
B. L. Holsapple Caterpillar Inc. W. F. Orr Caterpillar Inc.
i / 2 6 / 8 8 APPENDIX 3
Prepared For Q £, D Construction near Sparks, Nevada
Participants in the Site Survey J. Scott Burdick, Geologist (Caterpillar Research Engr)
Jack Quade (Consultant for Q&D Const.) Gil Anderson (Sales Rep., Cashman Eg.) Raymond Blanchard (COSA - Sales Support Caterpillar) APPENDIX 3
OBJECTIVE to a<-cess the feasibility of ripping at Q and D Construction near Sparks, Nevada, by conducting a geological inspection, field seismic surveys, and laboratory tests on representative rock samples. The geological site inspection identified pertinent in place rock mass characteristics that may affect a ripping tractor's performance. Ihe “ i-mic surveys determined the seismic velocities and depths of the .^deriving r o c k strata at specific locations selected by the customer i nLn t o r v tests measure the strengths, densities, brittleness, etc. o f ti e various r o c k strata involved. The results of these lab tests are to* identify likely difficulties; indicate breakout characteristics; indicate potential productivity ranges; and more. PROCEDURES geological Site Inspection During the geological site inspection, Caterpillar personnel evaluated the f°;0 °rock types .present and their distribution
their features, etc.) and more. yield Seismic Surveys The field seismic velocity studies w« e carric.^out using^a Bison^Geopro 12 channel seismograph. lo con straight line on as level a spaced array of 12 ^oophonos - sledgehammer was used to induce surface as possible. A shotgun oourc . ' to rcceive. The source a seismic signal for the ar£aY. 9 p the 1st geophone in the array location was offset some set ^ f ^ ?°mog^ph record! the time it takes for and in line with the array. T\ 12 geophoncs. These times and the seismic signal to reach each interpreted to determine the
T.nPnratorv Tests on representative rock Caterpillar conducted the following laboratory test: samples sent in from the field; A) rock identification density D) unconfined compressive strength C) D) indirect tensile strength (Brazilian) E) point load strength F) laboratory seismic velocity G) tangent modulus H) Schmidt hardnes; laboratory testing is conducted as per A.S.T.M. guidelines. A l l 130 APPENDIX 3
RESULTS nonl noical site inspection The site consists of a very large intrusive body of Rhyolite. This Rhyolite deposit is surrounded by older andesites that are typical of this region. All have been subjected to intense hydrothermal injections, especially along any major fracture zones. Many of these hydrothermal fracture zones arc rich in metal ores ~ gold, silver, copper, etc. This Rhyolite deposit, however, is being developed as a major long term source of light weight aggregate - primarily for use as 'railroad ballast. Based on the exposed surfaces, this Rhyolite deposit appears to be tvoicallv highly and openly fractured. There is evidence that xn places intact house size boulders will be encountered. Also, logically one would expect the observed openness of the jointing to become tighter at depth. Field seismic surveys (see Map, Sheet A) Four seismic surveys were conducted, each at a different location.
Survey ii 1 Survey ill was conducted in a shallow depression parallel to the road near an exposed nob of Rhyolite along the North side of the main deposit- approximately 1/2 way up. The maximum field seismic velocity indicated at this site was equal to or less than 0,000 ft/sec and that was encountered at a depth of approximately 0 Survey 92 was conducted atop the nob of exposed Rhyolite near Survey ill. « 2 £ y T t a t a X . velocity encountered »eo equal to or 6 000 ft/sec. The data encountered at. this site would be indicative of a highly and openly fractured rock-mass w/occasionally arge intact boulders of parent material. Survey i'3 This survey was conducted atop of the^main J^ft/^c^ithirthrdopth velocity observed was equal to or le^s tnan j , / of this survey approximately 30 ft. Survey JM This survey was conducted across a ridge of °>:P^ Cpr^ ° • i^form^Sf very northwestern edge of the deposit. maximum velocity encountered at this large boulders, up to house size The maximum encountered near the site was less than approximately “ Nativeof one conducted of a middle of the survey. This s u rv e y -> occasional very large boulders, highly and openly fractured rock mass with occasional y APPENDIX 3 RESULTS (Cont'd) laboratory Tests Sevan representative rock samples were sent in from Q and D construction for laboratory analysis. Sample A is a Rhyolite - well defined layering, unique sample. Sample D is a Rhyolite - well defined layering, well folded, very vesicular, similar to Sample F. Sample C is a Rhyolite - sample shows indistinct layering, similar to Sample E, but layering less distinct and more massive than E. Sample D is a Rhyolite - layering, similar to Sample A, but more vesicular. Similar to Sample G, but layering not as contorted. Sample E is a Rhyolite - indistinct layering, similar to Sample C, but more vesicular. Sample F is a Rhyolite - layered and contorted structure. Similar to Sample B, but layering less contorted and less vesicular than B. Sample G is a Rhyolite --....layering, similar to Sample D, but layering more contorted. Laboratory .. Unconfined Point Indirect Seismic Compressive Load . Tensile Velocity Strength Strength Strength ( ft/sec) (psi) (psi) (psi) Avg. Peak Avg. Peak Avg. Peak ‘ Avg. PeaK A 13413 13632 32712 3 34 02 1514 1952 2352 2653 B 12905 13230 9100 12539 722 970 993 1567 C 12231 12553 15154 16500 1005 1572 1370 1634 D 11604 12361 10929 15072 1326 1711 170? 2100 E 12450 12012 7390 7670 1141 1374- 1590 1000 F 12524 12756 11649 11965 1213 1403 .1411 1004 G 13305 13070 15360 16376 14 60 1029 19 07 2210 Density Schmidt (Tons/Yd 3) Hardness Avg Peak A 1.91 40 46 B 1.63 ,35 40 C 1.01 36 42 D 1.73 31 35 E 1.64 30 3 2 F 1.70 33 30 G 1.05 2 0 36 132 APPENDIX 3 CONCLUSIONS All field seismic surveys indicate a maximum velocity of less than approximately 6,500 ft/sec. Both, the geological site inspection and the field seismic surveys indicate that the entire near surface rock mass is highly and openly fractured w/occasional large boulders (sometimes up to house size). Excavating and reducing the size of these boulders is going to be a problem. Of the rock samples sent in by Jack Quade and Gil Anderson only one (Sample A) out of the seven rock samples tested exhibited strength values that would be considered non-rippablo if encountered intact insitu for a D9L-IR or larger TTT (see Rock Properties section). Overall a D9L-IR or larger TTT should be able to effectively rip the ma-iority, if not all of this Rhyolite deposit within the depths surveyed. This will be a tough ripping application. Expect high impact loading and gouging abrasive wear conditions to prevail. The ideal machines selection from the standpoint of maximum capability and durability in thi£ environment would be q DUN or D11N—IR. I 133 APPENDIX 3 .· APPENDIX 4 STANDARD SPECIFICATION FOR CONCRETE AGGREGATES by ASTM C33 (1987) & STANDARD SPECIFICATION FOR LIGHTWEIGHT AGGREGATES FOR STRUCTURAL CONCRETE by ASTM C330 (1987) c 33 ~~1}1 Designation: C 33- B6 ents of :-:aturzl !\.lineral Aggregates' n.ner than No. 200 sieve (Table I). If not stated, C 295 Practice for Petrognphic Examination the 3.0 '7o limit shall apply, of Aggregates for Concrete' 3.1.4.5 The appropriate limit for coal and C 330 Specification for Light-..·eight Aggreglt Th~ 1an~2~~ ts tss\led uo~er tbc fi,;ed ~es!Jnatioa C 33; t~c DU::l.~r imrnel! :.aa!yfollo_..... i r.& the ~esi~nali (.'I D iodialcs the n :u Change of Ccment-Aggreg>te Combina 3). cf O:"< !t:o:.al a~opuoa or, t r~. t!lc c.u.c of revuioo, tl-:c ~car o( lut :c,ision. A :1:.:~~' ia prcotbesc:s in~ i catu the ) 'Uf ('lfl.ut tions1 3. 1.5.3 Wheth 500 lb of cement per cubic yard (297 l:gjm') or Sllisfac\ory results in concrete subjected IO freez rcrcnt p.aru or a sing1c structure may be adequately 6. Deleterious Substances :adc with different clz.ssc:s of coarse ag&rcgatc, tbe if an approvrd min~ral admixture is ustd to ir.g and thowing \ finer than the No. 200 (75-pm) sieve. Separated 11.1.8 Coal and Lignite— Test Method C 123, sizes from ihe sieve analysis may be used in using a liquid of 2.0 specific gravity to remove preparation of samples for soundness or abrasion the panicles of coal and lignite. Only materia] tests. For determination of all other tests and for that is brownish-black, or black, shall be consid. evaluation of potential alkali reactivity where ered coal or lignite. Coke.shall not be classed as 3 ~ ~ required, use independent test samples. coal or lignite. 11.1.1 Sampling— Practice D 75 and Practice 11.1.9 Weight of Slag— Test Method C 29. D 5665. 11.1.10 Abrasion of Coarse Aggregate— Test 11.1.2 Grading end Fineness Modulus— Method C 131 or Test Method C 535. Method C 136. 11.1.11 Reactive Aggregates— See Appendix 11.1.3 Amount of Material Finer than Mo. 200 XI. (75-pm) Sieve— Test Method C 117. 11.1.12 Freezing and Thawing— Procedures 11.1.4 Organic Impurities— Test Method for making freezing and thawing tests of concrete C40. are described in Test Method C 666. 11.1.5 Effect of Organic Impurities on 11.1.13 Chert— Test Method C 123 is used to Strength— Test Method C 87. identify panicles in a sample of coarse aggregate 11.1.6 Soundness— Test Method C 88. lighter than 2.40 specific gravity, and Practice 11.1.7 Clay Lumps and Friable Particles— C 295 to identify which of the panicles in the APPENDIX Test Method C 142. light fraction are chen. TABLE 1 Limits for Deleterious Substances in Fire Aggregate for Concrete Weight Percent Item of Total Sample, max Clay lumps and friable panicles 3.0 Material finer than No. 200 (75-pm) sieve: Concrete subject to abrasion 3.04 O v» — All other concrete 5.04 Coal and lignite: Where surface appearance of concrete is of 0.5 importance All other concrete 1.0 8 2 5 d In the case of manufactured sand, if the material finer than the No. 200 ("f-pm) sieve consists of the dust of fracture, essentially free of clay or shale, these limits may be increased to 5 and 7 55, rcsr>eciive!y. 77.e American Society for Testing ond Materials takes no position respecting if,the validity o f any patent rights asserted in connection with cr y item mentioned in this standard. Users o f this stenderd arc e spies,essty advised that determination o f the validity o f any ruch patent rights, end the risk o f infringement o f such rights, ere entirely their own responsibility. This standard is subject to revision at any lime bv the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comment: ore invited either fo r revision o f this standard orfor additional standards and should be addressed to A STM Headquarters. Ycur comments will receive careful consideration at a meeting of the responsible technical committee, which you may attend. I f you feel that your comments have not received a fa ir hearing you should make your views known to theASTM Committee on Standards, 1916Race St., Philadelphia, Pa. 19103. C E O ® 138 APPENDIX 4 TAHLK 3 Limits for Deleterious Substances and Physical Properly Requirements or Coarse Aggregate for Concrete See Fie. I for the location of the weathering regions and footnote IS to this table for the computation of the weathering index. The weathering regions arc defined as follows Noti: in terms o f the weathering index: (S) Severe Weathering Region--Weathering Index greater than .MM) day-inches (1270 day-cm). (M) Moderate Weathering Region- Weathering Index 100 to MM) day-inches (254 to 12/0 day-cm). (N) Negligible Weathering Region—Weathering Index less than 100 day-inches (254 day-cm). Maximum Allowable, % Sum of Clay Lumps, l-'ria- Magnesium tile Particles, Material Finer Class Type or Location of Concrete Construction Clay Lumps Chertr (Less Coal and . , . 4 Sulfate .Designation and Friable Than 2.40 sp and Chert Than No. 200 Lignite Ahrauon S,,u„dnrtt Particles gr SSD) (txss than (75-pnt) Sieve (3 cycles)* 2.40 sp gr SSD)4, Severe Weathering Regions 1.0" 1.0 50 Footings, foundations, columns and 10.0 beams not exposed to the weather, interior floor slabs to he given cover ings 50 # 5.0 LO" 0.5 Interior floors without coverings 1.0" 0.5 50 IH Foundation walls above grade, retaining 5.0 5.0 7.0 O walls, abutments, piers, girders, and CO beams exposed to the weather CO 1.0" 0.5 50 18 Pavements, bridge decks, driveways and 3.0 5.0 5.0 curbs, walks, patios, garage floors, ex posed floors and porches, or water- front structures, subject to frequent wetting 1.0" 0.5 50 18 Exposed architectural concrete 2.0 3.0 3.0 Moderate Weathering Regions 1.0" 1.0 50 Footings, foundations, columns, and 10.0 beams not exposed to the weather, interior floor slabs to be given cover- ings 0.5 50 5.0 1.0" 2M Interior floors without coverings 1.0" 0.5 50 18 3M Foundation walls above grade, retaining 5.0 8.0 10.0 walls, abutments, piers, girders, and 18 beams exposed to the weather 1.0" 0.5 50 4M Pavements, bridge decks, driveways and 5.0 5.0 7.0 curbs, walks, patios, garage floors, ex posed floors and porches, or water front structures subject to frequent wetting ______ TARLK 3 Continu'd Maximum Allowable, % Sum of Clay Lumps. Fria Magnesium Material Finer Clay Lumps Chert4- (Less ble Particles, Coal and Sulfate Class Type or Location of Concrete Construction Than No. 200 Abrasion-1 ami Friable Than 2.40 sp and Chert Lignite Soundness Designation (75-pm) Sieve Particles gr SSD) (Less Than (J eyelet)' 2.40 sp gr S S D f 50 18 3.0 5.0 1.0* 0.5 Exposed architectural concrete 3.0 Negligible Weathering Regions 1.0" 0.5 50 5.0 IN Slabs subject to traffic abrasion, bridge decks, floors, sidewalks, pavements 1.0" i:o 50 All other classes of concrete ______10.0 lag shall be not less Ilian 70 Ib/lt* *• Crushed air-cooled blast-lurnncc siag is . . „rai|jnP lo he used in the concrete. Abrasion toss oi gravel. iru v .c. » » . O ^ - — - - — n,0„ is ,o .He...... ~ ' Co ...... irily. They are nol apfdieable ,n (jrawh lhat are predominanlly chtfrt. Li...... « — * c These limitations apply only to agf/egaies m wm«.» .m i- - - - mmi he Insert on service___ :__ti.- records environment in the environment in which they in whichare used. they are use*!. . . . ttX.itm). . . sieve •__ (Vwis essentially nfrlnv nr free shale of theclay percentage or shale the may percentage may “ T ? £ C E l S £ * d under either of the following conditions: (/) -f the material f ^ L u m amount passing the No. 200 <75-„m) sieve (Table S u f o T S !r,™ ™ ,ce »r.hr nne „„™ a,e I* „trd in .he * * ***,« >«'* » 3 the p m en u ee lin.il {/-) on lie annum, in the » n i OTWW■I - the art.nl amount in !he line aKrep,e. (Thi. I»n«id« a -cithttd ‘'^ Y T Z 'lT n n ,n\»h,'h,e' OTPde. 7 - l lie Table I lin.il for the amn.in, le m d le d m lle f i n e W h ; , Mkl he ..Warned ifholl. Ihe line and eoane aK rer a,e were tam-bed a, ma.mnnn . a,im am mat, nfmalena! patt.ny ,be N„. .0 0 O H im l ______„r „ * Ja„ snd ,h„ v e „ ce mnual winter rainfall in inches (or centimetres), defined as follows. A t m -w « 'C ' number of days during which the minimum temperature was 32 F (0 Q or below and the ®I C33 APPE!\"DIX (:>:on mandatory lnformotion) XI. ~IETIIODS FOR E\'ALt:ATI:-.-G POTD.-TUL REALnYITY OF A:'< AGGREGATE XLI A number of methods for detecting potential not a,·ailable. r:Jcthity hJ\'C: 1- IDENTIFICATION AND EVALUATION OF POTENTIAL CONSTRUCTION AGGREGATE SOURCES STOREY COUNTY PROPERTIES STOREY COUNTY, NEVADA PREPARED FOR: STOREY COUNTY PROPERTIES P.O. BOX 12672 RENO, NEVADA 89510 BY PETER R. KRAATZ & DENNIS P. BRYAN OF ENGINEERING TESTING ASSOCIATES, INC. NOVEMBER 9, 1987 143 INTRODUCTION This report is an assessment of the construction material resource potential of lands owned by Storey County Properties, for whom this report was prepared. The study area encompasses approximately 24 square miles in the northern portion of Storey County, Nevada. Storey County Properties is currently supporting a graduate student of the Mackay School of Mines, University of Nevada Reno, in writing a Master of Science Thesis on their property. The Master's thesis is by the co-author of this report, Peter Kraatz, and is an evaluation of the property's construction material resources and related geology. This initial report can be considered a condensation of portions of the planned thesis prepared for the early benefit of the property owner. The entire thesis is anticipated to be completed by the latter part of 1988 and will be furnished to the owners at that time. This investigation was made in conjunction with Engineering Testing Associates, a local geotechnical firm with considerable experience in the testing and evaluation of construction materials. Location and Geographic Setting Storey County Properties is shown on Plate I and comprises approximately 24 square miles in the northern portion of Storey County, approximately 10 miles east of 144 downtown Reno. Included are parts of Township 18 North, Range 21 East; Township 19 North, Range 20 East; and Township 19 North, Range 21 East; Mount Diablo Base and Meridian (MDBM). The property is located at the northern end of the Virginia Range, a north—south trending mountain range, typical of the Basin and Range topography which is characteristic of much of Nevada. The area includes relatively rugged terrain with total relief in excess of 1500 feet. The northern property boundary coincides generally with the eastward flowing Truckee River and is at the lowest elevation, approximately 4300 feet. The highest portion of the property, Washington Hill, straddles the property's southern boundary and is at an elevation of approximately 5900 feet. There is one major northerly flowing drainage, Long Valley, which runs roughly northwest- southeast through the eastern portion of the property. Long Valley deeply dissects the volcanic terrain and water can be found there even during the driest of years. Vegetation throughout the property consists of scattered Pinyon and Juniper trees on the intermediate to high slopes, an occasional Ponderosa Pine in some of the acidic volcanic soils, and deciduous trees at the lower elevations in Long Valley where water is more available. Sagebrush and native grasses are abundant throughout the property. 145 Scope of Work This investigation emphasizes the construction material potential of the property and it is not directed toward the identification of other mineral resources, either metallic or nonmetallic. More specifically, this study was directed toward identifying those higher quality aggregates which could possibly be suitable for use in such products as portland cement concrete, asphaltic concrete, or aggregate base. The identification of common borrow or fill material was not undertaken because of the preponderance of this type of material throughout the property. The work undertaken for this project included field mapping, sampling, laboratory testing and research of existing published geologic reports of the project site. Sampling was primarily confined to those geologic units that were believed, from field evidence, to have the best potential for use as high quality aggregate. A limited amount of testing was conducted on select samples. An integral part of this report is the accompanying map, Plate I, showing the subject property and areas of construction material potential. Discussion of the classification scheme used for defining the various areas of potential is found below under the heading "Construction Aggregate Potential". Previous Work Considerable previous geologic mapping covering the study area is available. The previous work however, as expected, emphasizes geology and does not address construction material potential. Nonetheless, the prior literature did help to delineate those geologic units which may have aggregate potential by describing rock types, physical properties, areal extent, etc. Those references utilized included: 1- Geology of the Virginia City Quadrangle, Nevada, U. S. Geological Survey Bulletin 1042-C, by George A. Thompson, 1956. 2. Geology and Mineral Deposits of Washoe and Storey Counties, Nevada, Nevada Bureau of Mines and Geology, Bulletin 70, by Harold F. Bonham, 1969. 3. Geology and Mineral Resources of the Curtiss-Wright Property in the Virginia Range, Nevada, University of Nevada, Reno, Nevada, by Robert L. Rose, February 1959. In addition, Mr. Hal Bonham and Mr. John Bell of the Nevada Bureau of Mines and Geology are currently doing detailed mapping of the Vista & Steamboat quadrangles for a future publication and have made their data available. 147 The only existing information on construction aggregates on the property was a limited amount of previous work performed by Engineering Testing Associates. GEOLOGY Regional Geology Storey County Properties is situated in the physiographic province known as the Basin and Range. This province is characterized by north-south trending mountain ranges of moderate to high relief primarily composed of volcanic, igneous and sedimentary rocks and separated by alluvial basins. The mountain ranges have been uplifted relative to the adjacent down-dropped basins due to a regional extensional faulting process. The study area is located on the north end of the Virginia Range which is geographically situated between the Truckee Meadows and the Sierra Nevada Mountains to the west and the Fallon Basin to the east. The structural geology in the Virginia Range and surrounding area is very complex due to two main deformational episodes. The first episode caused folding, faulting and low-grade regional metamorphism of the Mesozoic rocks, while the second was responsible for the normal faulting that formed the Basin and Range Province. This second deformational episode began in the late Cenozoic and has continued into the Recent. Volcanism was also related to this latter Cenozoic deformation and the 148 evidence of this late Cenozoic volcanic activity is observed throughout the project site in the form of volcanic rocks. Project Site Geology The vast majority of the property studied for this report is underlain by Tertiary volcanic rocks. The geology of the property is best described by Thompson (1956) and Bonham (1969) in the previously listed references. In general, the western half of the property is underlain by Pliocene to Miocene volcanic rocks of the Alta and Kate Peak Formations. In several places, these rocks are altered to end products which include secondary quartz, opal, and clay in differing proportions, together with residual minerals from the original rock. Younger volcanics are found along the eastern portion of the property with the very young McClellan Peak Olivine Basalt forming flat lying outcrops in an ancestral drainage paralleling present Long Valley. Intrusive rocks on the property include the large rhyolitic dome of Washington Hill and occasional intrusive dikes found in the Kate Peak Formation. Mesozoic metamorphic rocks consisting of metavolcanics outcrop in the very northwest portion of the property. 149 The previously mapped geology of the property is not shown on Plate I and the reader is referred to the previously referenced publications. The areas of potential aggregate resources however, have been mapped and are shown on Plate I and are often closely associated with particular geological units. General construction aggregate suitability characteristics of each geological unit are shown in Table III. The individual geological units found on the property are as described below from oldest to youngest in age: Peavine sequence. This Mesozoic assemblage of metamorphic rocks represents the oldest rocks found on Storey County Properties. This assemblage was originally a series of volcanic flows that have since been physically and chemical changed by heat and pressure following their initial emplacement. Rocks within this sequence that possess aggregate potential are the metadacite and meta-andesite flows located in Area B on Plate I (refer to the section entitled "Construction Aggregate Potential"). In the field these rocks exhibit a mottled green color, fine grained texture, and form large blocky outcrops. 150 — Formation. The next youngest geologic unit, dated at 18 million years is a volcanic, primarily of andesitic composition, which outcrops in much of the northwest part of the property and also in the Washington Hill area. It is composed of numerous debris, pyroclastic and andesitic flows. In places these rocks are strongly bleached due to a period of hydrothermal alteration that occurred approximately 11 million years ago. Areas A and B represent locations of unaltered andesite flows of the Alta Formation possessing aggregate potential. These fine-grained flow rocks are typically medium to dark gray on fresh surfaces and brown on exposed, weathered surfaces. Typical moderately weathered outcrops of the Alta Formation display jointing and fracturing spacing on one-half to three foot centers. Kate Peak Formation. This diverse volcanic unit is between 12 and 15 million years old. It is widely exposed on Storey County's property and consists of andesite flows, pyroclastic air-fall units, lahars, domes, plugs, dikes, and tuffaceous sedimentary rocks. Like the Alta Formation, the Kate Peak has undergone hydrothermal alteration in several places. Area Q, in the extreme southwestern corner of the property, represents 151 two small potential aggregate deposits which consist of outcrops of both andesitic flows and intrusive plugs. These andesites are typically weathered to a brownish color while the instrusives are medium gray on fresh surfaces. Both rock types exhibit a fine-grained texture with a fracture spacing ranging from one-half to four feet on center. Washington Hill Rhyolite. Washington Hill, designated as Area R on Plate I, is a large rhyolitic flow-dome dated at approximately 10 million years. The marginal portions of Washington Hill consist of pumiceous glass, tuffaceous breccia, and minor perlite and obsidian. The interior of the dome, corresponding to the majority of Washington Hill, is composed of a light gray, weather-resistant, well-banded felsophyre, that becomes progressively devitrified towards the interior of the dome. Lousetown Formation. The Lousetown Formation consists of fine-grained basalitc andesites and basalts dated at between six and seven million years old. These volcanic rocks cover a large area along the property's eastern margin where several areas are designated for their 152 construction aggregate potential. Outcrops of this unit are usually dark gray to black where fresh and dark brown on weathered surfaces. The tops of individual flows are often strongly vesicular. Most of the flows display a joint spacing of less than one to two feet which yields coarse angular talus on steep slopes. A few outcrops exhibit a distinctive repetitive joint spacing known as columnar jointing. Mustang Andesite. The Mustang Andesite is another volcanic rock and was deposited between 900,000 and one million years ago. It is composed of several relatively thick hornblende andesite flows overlying the Lousetown Formation in the northeast part of the property. Several potential aggregate resource areas include this rock type. The andesite consists of distinctive dark green, medium to coarse-grained hornblende phenocrysts embedded in a medium gray, fine-grained groundmass. In outcrop, the rock's joint spacing varies from producing large angular blocks up to 10 feet across to producing smaller rocks one to three feet across which form talus slopes. 153 McClellan Peak Olivine Basalt. The McClellan Peak Olivine Basalt is the youngest volcanic rock on the property at approximately 900,000 years old. The unit (designated by Areas C, N and P on Plate I) is found as a narrow, dissected flow in Long Valley where it had originally been deposited in an older drainage. The valley has rejuvenated itself leaving the basalt flow a series of small, thin erosional flow remnants displaying distinctively flat topographic surfaces. The rock is very competent, is resistant to weathering, and has an average thickness of less than 50 feet. It is fine-grained, black to dark gray in color and contains occasional green olivine phenocrysts. The top surface of the flow is quite vesicular while the interior is dense. One of the drawbacks in utilizing this unit as an aggregate is the lack of closely spaced jointing which means mining and crushing would be difficult. Quaternary_____ Alluvium. Quaternary Alluvium designates the more recent sands and gravels in Long Valley which have been eroded from the surrounding mountains and redeposited. The parent rock type of these sands and gravels is primarily the geologic units previously discussed. Just downstream from the present Lockwood Dump 154 facility, this sand and gravel was once mined by Helms Construction for construction aggregate uses, this utilization was at least 20 years ago however. The large amount of soft and weak sands and gravels derived from the bleached Kate Peak and Alta Formation precludes the possibility of utilizing this Long Valley alluvium for any high potential aggregate uses such as in concrete. PHYSICAL TESTING Preliminary laboratory testing was conducted on 12 samples from throughout the property and identified on Plate I. Most samples were taken from material that was considered visually to be potentially acceptable construction material. The most important physical properties were then tested to determine whether further consideration of each material was warranted. We initially evaluated the material for its greatest potential— namely for use in portland cement concrete, for it is reasonable to assume that if it passes the minimum physical standards required of concrete aggregate, it is likely suitable for many lesser construction uses as well. 155 The abrasion and soundness tests ("Los Angeles Rattler Loss" and "Sodium Sulfate Soundness Loss") are two of the most important physical properties in evaluating a potential concrete aggregate. These tests are described in detail by the American Society for Testing and Materials (ASTM) which is the accepted industry standard. Refer to Appendix I for a more detailed description of these tests. The test results of the selected samples from the property are illustrated in Table I. Except for Sample #3 and #7, all samples exceeded the minimum physical standards required for concrete aggregate acceptability. CONSTRUCTION AGGREGATE POTENTIAL In order to successfully locate a potential aggregate resource, a knowledge of both regional and local geology is important. The nature of a particular rock such as its chemical composition, physical texture, age, and source, all relate to its ease of mining and its competency which are important physical properties that help determine a rock's aggregate potential. Additional field observations such as an estimate of the rock formation's thickness, help determine the approximate quantity of a particular rock type. In addition, the ease of accessibility to a potential aggregate source may be an important factor to incorporate into the overall site evaluation. 156 It should be emphasized however (depending on current market conditions) that poor access and/or long transportation distances may be outweighed by such factors as excellent physical properties and adequate reserves. The identified potential aggregate resources within Storey County Properties have been assessed with the emphasis on physical characteristics and to a lesser extent on accessibility. A good example of accessibility is illustrated through High Shear's presence. Before this company commenced full-scale operations near the south end of Long Valley, the road to this location was very difficult. The newly constructed road to their facilities has now created easier access to most of the eastern portion of the property owned by Storey County Properties. The map, Plate I, outlines high and possible potential construction aggregate resource areas. Based on our field work and limited testing, these areas are considered to warrant further evaluation for not only concrete aggregate but perhaps for lower value construction material as well. The remaining areas of the map are classified as low potential. Much of this low potential area is characterized by deeply weathered and bleached material, typical of the Alta and Kate Peak Formations, but also including rocks that were initially soft and unsuitable to begin with such as some of the volcanic tuff and breccia units. Also classified as low potential were some areas that included abundant highly weathered material or 157 drainages with limited amounts of gravels. Much of this low potential material, however, could be used for minimum standard purposes such as construction fill. As shown by the classification scheme on Plate I, the high potential areas encompass much of the east and northeast part of the property (including where Golden West Paving currently has their operation) and the Washington Hill area. Possible potential areas are found throughout the property. In the following discussion, each high or possible potential aggregate area will be individually addressed in terms of its mineability, competentcy, composition, volume, and accessibility. Areas are sequentially arranged from highest to lowest potential. A generalized summary of each potential area's chracteristics is shown in Table II. Area R Area R is on the southern border of the property and encompasses Washington Hill which is a distinctive dome-shaped hill composed of rhyolite. Testing of two samples (Sample #11 and #12) taken during the investigation, plus findings from current and prior testing of the site by Engineering Testing Associates, indicates the rhyolite to pass many of the minimum physical requirements for both a lightweight and normal weight concrete aggregate. Current work at the site has included bulk sampling and blending representative samples of the material and running several tons through an operating aggregate plant. This crushed and screened material was in turn used to make actual concrete trial mixes in the laboratory. Area This area is in the extreme northeast corner of the property and includes Golden West's Paving operation where Sample #8 was taken. Geologically this area encompasses the Lousetown Formation and Golden West's operation presents an excellent opportunity to study this unit. Testing indicates the rock will meet minimum specifications for concrete aggregate. Golden West's present operation however, is such that high quality concrete aggregates are not currently being manufactured. There is a lack of natural fines (minus #4 sieve size material) in the Lousetown Formation and sand for use in concrete would have to be manufactured by crushing the rock. This would be more costly than mining and processing a natural sand. Virtually every potential aggregate deposit located on Storey County Properties will probably encounter this same problem to some degree. The Lousetown basalt is exposed northeast and southeast of Golden West's quarry near the boundaries of Area F while the Mustang Andesite constitutes the remainder of Area F. The andesite is only slightly weathered and displays competent outcrops with a relatively close joint spacing. 159 This area contains adequate reserves of rock and it has good access. Additional evaluation should concentrate on the materials consistency and its rippability and processing chracteristics. Area G This area is along the eastern boundary of the property just south of Area F and includes a large exposure of Mustang Andesite similar physically to the limited amount of Mustang Andesite of Area F. Physically the rock appears competent and rippable and location and access to the site appears good. Further evaluation should include site specific testing to determine consistency and rippability. Area J This high potential area is along the southeast property line and includes a large area of the Lousetown Basalt. Sample #10, taken from an adjacent area, attests to the competent nature of the material. Area J is characterized by moderately to highly resistant outcrops displaying close joint spacing which would probably allow the material to be ripped and processed without much difficulty. There are abundant reserves and access is attained by the new High Shear road which travels the length of the deposit from north to south. Additional evaluation would be required to assure the material's consistency and rippability. 160 ■^rea— 5 This area to the immediate southeast of J also includes the Lousetown basalt and is very similar physically to the basalt in Area J. The only significant difference between the two areas is their ease of access as Area K is further south along the High Shear road. Area M This area to the immediate south of Area L represents the best exposure of the Lousetown Formation on the property. Almost 200 vertical feet of basalt is exposed here, around a dome-shaped outcrop or plug located in the west portion of Area M. The basalt is exposed as highly resistant outcrops with a consistently closely spaced joint pattern. Testing of Sample #4 confirms the material passes minimum qualifications for use as a concrete aggregate. Area E This entire area in the northeastern part of the property is designated as having possible potential for construction aggregate. It encompasses parts of both the Lousetown Formation and the Mustang Andesite. Much of this area is characterized by hummocky, terraced terrain due to the young age and thick, viscous flows of the Mustang Andesite. Field examination reveals only slight physical weathering of the 900,000 year old andesite. Based on test results of the material (Sample #9) and its competent appearance, the only uncertainty in utilizing the andesite would be its ease of rippability. Large blocks up 161 to 5 feet across outcrop frequently; however, the physical nature of the andesite may be different below the surface. This area would need further evaluation. The west and northwest edges of Area E are composed of basalt of the older Lousetown Formation which underlies the Mustang Andesite. The Lousetown basalt is competent (sample #8) and appears more rippable than the andesite. Obviously adequate reserves and good accessibility and location are pluses for this area. Mining and processing costs are unknown at this point however, and further evaluation is necessary. Area C This area encompasses three separate possible potential aggregate deposits near Lockwood. Two of these sites consist of McClellan Peak Olivine Basalt while the third (farthest west on Plate I) is identified as basalt of the Lousetown Formation. There may be more potential aggregate to the east of the exposed Lousetown deposit; however, this would have to be confirmed by some type of subsurface evaluation. The northern and southern McClellan Peak deposits contain at least 500,000 and 1,000,000 cubic yards, respectively, while the exposed Lousetown deposit contains at least 100,000 cubic yards. The Lousetown deposit appears rippable while the more massive McClellan Peak deposit displays a less frequent joint spacing. Testing (Samples #4 and #5) indicates both rock types meet minimum allowable standards for use as 162 concrete aggregate. The McClellan Peak deposits would likely be difficult to extract and process and available tonnages may be lacking. However, considering the excellent location and accessibility and competent nature of the rock, Area C should be considered for additional evaluation. Sample #3 was obtained and tested in order to characterize the andesitic rocks near the Meneze Brothers Alfalfa operation immediately northwest of Area C. Based on field observation and the negative results of the preliminary testing, the material surrounding the Meneze Brothers has a low potential for high quality construction aggregate. Area D The material to the immediate east of Lockwood including Eagle Valley's pit and the abandoned Helms' sand and gravel pit where sample #7 was taken are both included in Area D even though the old Helms' Pit is not considered to have any potential. A shallow deposit of Lousetown Formation basalt straddles the top of a hill along the property's northern boundary and Eagle Valley Construction currently operates a quarry less than one- quarter mile north of the property line along the steep northern face of the hill. Because of the thin nature of the Lousetown Formation in this area, and the incompetent nature of much of the underlying material, Eagle Valley has difficulty in maintaining a high quality product. This 163 same problem would likely result if mining were to take place south of Storey County's property line. There may be a significant areal exposure of high quality aggregate, but more of the same altered material would likely be encountered at shallow depth. A definite plus for this possible area is its excellent location and accessibility and further evaluation may be justifiable. The other site included in the discussion but not considerd as a possible source of potential aggregate is the sand and gravel of Long Valley that was mined by Helms Construction in the late 1950's. The results of the soundness test (Sample #7) show that this material is not suited for use as a concrete aggregate because of the soft and weak physical nature of many of the ingredients. In addition, the remaining amount of sand and gravel in the vicinity of the abandoned pit is less than adequate for sustainable production. Area B This area is along the Truckee River on the northern property line to the west of Lockwood and consists of at least 800,000 cubic yards of possible potential aggregate in the Peavine sequence and Alta Formation. Testing was conducted on material obtained at two different locations (Samples #1 and #2, Plate I). Results in Table I reveal that these two samples attained the lowest abrasion loss values of all the samples tested. Accessiblity is questionable but the location is good. 164 Other possible negative attributes are its low apparent rippability and limited reserves. Further field evaluation, testing and quantity estimates are required for this particular area. A rea h : This area is along the western property boundary near the crest of the mountain range. Although no testing was conducted here, field evidence indicates this srea has possible potential for aggregate. Outcrops were composed of a fine-grained capping basaltic andesite of the Alta Formation with moderate to high resistance to weathering and poor to moderate rippability potential. This area contains at least three million cubic yards of potential aggregate and is in close proximity to the market. Additional testing and evaluation would be necessary. Drawbacks to this area may be access, elevation, water availability and high visibility. Area H This area encompasses less than 40 acres of Mustang Andesite immediately south of Area G. Sample #9 was obtained from this area and like the other samples of Mustang Andesite meets the minimum requirements for concrete aggregate (Table I). The reason for separately identifying this area of Mustang Andesite from that in Area F and G is because it appears less rippable as the rock displays a wide joint spacing. In addition to the less rippable nature of the rock, access and location are not as desireable as some of the surrounding areas described, as there is presently no road cutting the area and the elevation is high. Further evaluation would have to address the rippability of this material. Area__N This area in the extreme southeast corner of the property represents the largest areal exposure of McClellan Peak Olivine Basalt. Here it is flat—lying with little or no overburden and has a thickness of between 20 and 30 feet. This basalt is the most weather resistant and competant rock on the property due in part to its young age and fine-grained texture. The basalt is designated as only a possible potential for construction aggregate because due to the lack of closely spaced joints or fractures extracting and processing this rock could prove very difficult. The material would probably have to be blasted before it could be processed through a conventional aggregate plant. Area L This exposure of the Lousetown Formation just south of area K is slighly more weathered at the surface than in either Area J or K. Further evaluation at depth would be required to determine the physical nature of the rock. 166 ^ rea__P Small flow remnants of McClellan Peak Basalt along Long Valley are represented by Area P. These isolated outcrops of basalt are similar in nature to Area N s material except that they contain a lesser amount of identifiable reserves, probably precluding just one area having enough material to justify an operation. Area Q This area is in the extreme southwest corner of the property and consists of two small possible potential deposits of the Kate Peak Formation. The west deposit delineates a competent andesitic instrusive of at least 500,000 cubic yards in size while the east deposit consists of at least 200,000 cubic yards of moderately resistant andesitic basalt. Both deposits appear rippable but access may be a problem. Additional evaluation would be necessary. CONCLUSIONS AND RECOMMENDATIONS In general, we believe the property to be in an excellent location for the future development of construction materials for use in the Reno area. As the city and county grow, it is becoming more difficult to develop new aggregate resources nearby because of conflicting land use, zoning problems, environmental regulations and the adverse attitude of the general public toward mining, processing and hauling of aggregate materials and their end product. The positive qualities of Storey County Properties include that it is located close to Reno, it is isolated from view and residential development; it is in Storey County; it has good access to Interstate 80; it is little developed as yet; and what development there is appears compatible with mining. The future utilization of the property as a material source will depend on what course development of the property is allowed to take in the future. For instance, the exclusion of residential development may assure that aggregate mining and other industrial uses could utilize the property long into the future. The following specific conclusions and recommendations are based on the previous discussions of the high and possible potential construction aggregate areas on the property. Washington Hill is one of the primary potential aggregate sources on the property. The current evaluation of Washington Hill's rhyolite reaffirms its lightweight nature, vast reserves, and favorable physical properties. One of the most advantageous qualities of the Washington Hill source is the presence of natural fines and the ability of the material when crushed produce additional fines which are suitable for use in concrete and base aggregate. Perhaps the major unanswered questions are the nature of the material at depth and its rippability. 168 A second high potential area of primary interest is in the vicinity of Golden West Paving's current operations. As stated previously, much of the material surrounding this has possible to high potential and therefore future evaluation is warranted. Specifically, the Mustang Andesite lying just above and south of Golden West Paving (Plate I, Areas E, F, and G) deserves further investigation. This potentially high quality aggregate has never been evaluated, to our knowledge, for possible construction use. South along the High Shear road are abundant reserves of the Lousetown Formation. This material has proven to be a good construction aggregate as attested by Golden West's operation. The greater market distance however, makes these materials less desirable than those located near the Golden West pit. The numerous possible potential areas possess one or more physical characteristics or have other unknowns which exclude them from being qualified as high potential aggregate sources. These areas may warrant further evaluation depending on the specific needs of a particular producer or user, future ease of access, or whether or not the high potential sources prove out. These possible potential sources having highest priority for further evaluation because of their easy access include Areas C and E and portions of P. Area E may possess high quality aggregate, but the extremely large, 169 sparsely-jointed outcrops of Mustang Andesite may be indicative of the material's poor rippability potential which would result in high mining and processing costs. Further subsurface investigations may be warranted in Area E to determine its rippable nature. Likewise, Area C and the northern portion of P exhibit difficult extraction characteristics with large, sparsely-jointed outcrops which would likely lead to high mining and processing costs. The other possible potential areas are of a more secondary interest due to their more difficult access, limited reserves and perhaps unknown subsurface characteristics. As shown on Plate I, the majority of Storey County Properties is comprised of low potential material which means it will likely not pass as a high quality aggregate for use in portland cement concrete and/or asphaltic concrete production. It should be emphasized however that much of this material could possibly be utilized for other purposes such as common fill material and some of it could even be utilized as base aggregate if properly processed. The standards designated for construction fill or borrow are normally less rigorous than for concrete aggregate with the major considerations being the size distribution and clay content of the processed material. Obviously the easiest accessed areas on the property should be the primary targets for obtaining such material. Already we have seen local producers explore for new aggregate sources quite distant from the Reno area, thereby 9r'ea"tdy increasing transportation costs. The quality sand and gravel once abundant in the Truckee Meadows has now been literally developed upon with the only significant remaining source, the Helms pit in Sparks, nearly depleted. Under these circumstances, Storey County Properties is ideally located to furnish construction materials to the nearby market. Even the potential sources in the southeast portion of the property should become potentially viable with time. One of the major drawbacks in utilizing most of the potential sources assessed on Storey County Properties is that native fines (minus #4 sieve size) are lacking. Fines are essential for concrete and asphalt production but the potential sources located on the property are mostly composed of volcanic rock and do not possess any significant amounts of natural fines such as is usually available in sand and gravel deposits. Mining operations that rely on sand and gravel, such as Granite Construction's Patrick Pit, do not have to manufacture their fine material and produce it by simply screening it into the desired sizes. Very little crushing is required and processing it is relatively inexpensive compared to producing fine material from a hard quarry rock. This lack of natural fines will force producers to manufacture sand from the rock or bring in natural sand 171 from another source, both of which will increase costs. The extremely competent McClellan Peak Olivine Basalt, for example, will probably require blasting in order to break it down to a workable size that will serve as crusher feed. It should be brought out that manufacturing fines may be new to the Reno area but in other parts of the country the manufacture of sand from rock is common practice. Another major factor that will affect mining operations is the availability of water. The Long Valley drainage has water the year around within close proximity of many of the potential sources. In addition, wells on the property indicate water is present but the amount and extent of the water resources are for the most part is unknown. Site specific investigations for water will be required in developing any new aggregate resources on the property. 172 TABLli X Test Re suits of Aggregnt 3 Samples (Locations Shown on Plate X) Sample !! Area Geologic Unit Rock Type Los Angeles Sodium Sulfate Rattler Weighted % Loss** % Loss* Fine Coarse i 1} Pcavinc Mctavolcanics 13.0 3.50 0.17 2 8 Alta Formation Andesitic Basalt 13.5 3.97 0.03 15.34 3 C Alta Formation Andesite 21.9 15.20 4 C Lousetown Basalt 23.1 2.77 0 Formation 3.84 0.46 5 C McClellan Peak Olivine Basalt 20.2 Olivine Basalt 1.32 6 15 Lousetown Basalt 21.6 7.86 Formation 11.32 19.81 7 D Quaternary Volcanic Cravel & Alluvium Sand 6.23 1.70 8 F Lousetown Basalt 18.0 Basalt 6.17 2.41 9 11 Mustang Andesite Hornblende 22.1 Andesite Basalt 22. A 3.88 1.42 10 M Lousetown Formation -- 2.31 0.95 11 U Washington Hill Rhyolite Rhyolite 24.1 7.50 4.44 12 R Washington Mill Rhyolite Rhyolite * Maximum Allowable Loss per ASTM C33 is 50% for Fine Aggregate and ** Maximum Allowable Weighted Loss Per ASTM C33 is 10% ,12% for Coarse Aggregate TABLE II Generalized Characteristics of Potential Construction Aggregate Sources of Storey County Properties Aren Volume Mineability Physical Accessibij (Plate I, Arranged of Material from Highest to Lowest Properties Potential) R a 111 s f " R a G G a m s * - R J *a e - m s g K a e - m s G M a e - m s G E a m - cl s s C a in - cl s G D a m - d s - i G B 1 d s p - f A a m - cl u P - f H a cl s p - r N a d • s f E a m - cl u f - r, P i d s P - G Q i m - cl u p - f KEY .1 - adequate reserves, nt least one million cubic ynrdB 1 - limited resorves, less than one million cubic yards e - easy extraction and processing characteristics m - moderate extraction and processing characteristics d - difficult extraction and processing characteristics u - uncertain properties to be a high quality aggregate, further evaluation would be needed s - satisfactory properties to be a high quality aggregate, material should lie able to withstand minimum weight losses that arc less than the maximum allowed per ASTM C33 in both the bos Angeles Rattler Test and the Sodium Sulfate Soundness Test. 1 - Inadequate properties to be a high quality aggregate, material will probably exceed maximum allowable weight losses per ASTM C33 In cither the bos Angeles Rattler Test or the Sodium .Sulfate Soundness Test or both p ■ poor access f ■ fair access R ■ good access TABLE III General Construction Aggregate Suitability of Geologic Formations Within Storey County Properties FORMATION Mincability Physical Properties McClellan Peak Qlivinc Basalt cl s Mustang Andesite 111 “ (1 s Lousetown Formation e - m s Washington Hill Rhyolite m s Kate Peak Formation e - cl i - s Alta Formation e - d i - s Peavine Sequence d s KEY e ■ easy extraction and processing character1stIcb m - moderate extraction and processing characteristics d ” difficult extraction anil processing characteristics a “ nntlafactory properties to ho a high quality aggregate, material should be able to wlthntand mlniimim weight losacn that arc leas than the maximum allowed per ASTM C33 In both the l.oa Angeles Rattler Teat and the Sodium Sulfate Soundness Test. i » inadequate properties to he a high quality aggregate, material will probably exceed maximum allowable weight losaes per ASTM C33 in cither the F.oa Angeles Rattler Teat or the Sodium Sulfate Soundness Test or botli 175 APPENDIX PHYSICAL TESTING DESCRIPTIONS Standard Test Method for Soundness of Aggregates by use of Sodium Sulfate" as described in The American Society for Testing & Materials (1987 Edition), test method C88: "This test method covers the testing of aggregates to estimate their soundness when subjected to weathering action in concrete or other applications. This is accomplished by repeated immersion in saturated solutions of sodium or magnesium sulfate followed by oven drying to partially or completely dehydrate the salt precipitated in permeable pore spaces. The internal expansive force, derived from the rehydration of the salt upon re-immersion, simulates the expansion of water on freezing. This test method furnishes information helpful in judging the soundness of aggregates when adequate information is not available from service records of the material exposed to actual weathering conditions." Note: Fine aggregates (minus #4 Standard Sieve) used in this test were manufactured through the crushing of larger samples obtained in the field. Except for Sample #7, native fine aggregates were not sampled and tested. 176 "Standard Test Method for resistance to degradation of small-size coarse aggregate by abrasion and impact in the Los Angeles Machine" as described in the American Society of Testing Materials (1987 Edition), test method C131: "The Los Angeles test is a measure of degradation of mineral aggregates of standard gradings resulting from a combination of actions including abrasion or attrition, impact, and grinding in a rotating steel drum containing a specified number of steel spheres, the number depending upon the grading of the test sample. As the drum rotates, a shelf plate picks up the sample and the steel spheres, carrying them around until they are dropped to the opposite side of the drum, creating an impact crushing effect. The contents then roll within the drum with an abrading and grinding action until the shelf plate impacts and the cycle is repeated. After the prescribed number of revolutions, the contents are removed from the drum and the aggregate portion is sieved to measure the degradation as percent loss." In addition: "The Los Angeles test has been widely used as an indicator of the relative quality or competence of various sources of aggregate having similar mineral compositions. The results do not automatically permit valid comparisons to be made between sources distinctly different in origin, composition, or structure. Specification limits based on this test should be assigned with extreme care in consideration of available aggregate types and their performance history in specific end uses" (ASTM C88, 1987). 178 APPENDIX 6 CONCRETE AGGREGATES FOR AUBURN DAM by Oliverson (1979) 179 APPENDIX 6 Primary considerations in choosing potential concrete aggregate sources for Auburn Dam were an availability of water for processing purposes and a short hauling dis tance. Based upon these considerations, two potential sites were chosen along the American River near the loca tion of the proposed dam. Stream deposits and amphibolite hard quarry rock were excavated at the two potential extrac tive aggregate sites using a D8 dozer and a dragline and clamshell at several random locations. The resulting test pits and borings were each logged and sampled. Laboratory testing was performed on the obtained samples to determine if the material would be acceptable as concrete aggregate to be utilized in the construction of Auburn Dam. Tests conducted on hundreds of samples included: 1. gradation analysis 2. specific gravity 3. absorption 4. organic 5. sodium sulfate (soundness) 6. Los Angeles abrasion 7. freeze-thaw 8. petrographic analysis 9. alkali-aggregate reactivity 180 APPENDIX 6 Most of these laboratory tests are performed in any other source evaluation to determine the material's suitability as a construction aggregate. Breese (1970) performed freeze-thaw tests on several sets of concrete cylinders with each set being comprised of a different type of aggregate. His data shows that with a minimum air content of five percent by volume contained in the concrete, the initial compressive strength determined before testing was maintained for the duration of the freeze-thaw cyclic procedure. The test results of Breese (1970) indicate that the freez-thaw test only be considered for aggregate evaluation when concrete is expected to be mixed without air entraining agents and/or determined to contain low total amounts of entrapped and entrained air.tes 3.1.5 When the order is for coarse aggregate for Concwe Masonry Units' (Note 3): Standard Specification for C 332 S~cification for Lightweight Aggregatl Volume 3.1.5.2 Theclassdesignatio n(IO. I and Table ggregate as determined by 1he usc of t