in NewMexico
investigations
anddatasources
Geotechnical
NM87801
Resources,
Socorro,
andMineral
D.Johnpeer,
Engineering
Geol0gist,
NewMexico
Bureau
o1Mines
byGary
Introduction
Developmentin New Mexicohas generallytakenplaceon building
sites with stable soil conditions. However, as the population has
grown, more and more structures are being constructedin areas
characterizedby unstable soil conditions. Problemswith unstable
areascan often be anticipatedby reviewing readily availablemaps
and reports. With the aid of engineering geologistsand civil engineers,marginally unstable conditions can often be rendered stable
and safe. This article provides information about common techniques and tests that may be used to identify potential problems
with building sites. It also identifies sourceswhere additional geotechnicalinformation can be obtained. The objectiveof this report
is to provide generaltechnicalguidancethat can be used during the
preliminary or feasibility stageof a project. Description of site-specific tests and studies that are recommendedbefore or during construction are beyond the scopeof this report.
New Mexico building codesdo not require rigorous geotechnical
investigations for all building sites. Fortunately, however, many
lending agenciesrequire at least minimal testing of foundation materials.Also, many homeownersand developersindependentlyseek
geotechnicaldata before beginning construction.The major causes
of structuralfailure describedbelow can be identified from relatively
simple field and laboratory tests or observations.The extent of a
testingprogram for a particularprojectdependson both the available
funding and the geologicsetting.Most of the physicaltestsdescribed
herein apply to relatively small, low-costconstructionprojectssuch
as a single family dwelling in a relatively simple geologic setting.
The testsare most effectivewhen consideredbeforecontructionhas
been started.
The physical properties of the geologic materials (soil or rock)
determinewhether or not structureswill perform as they were designed.Suchproperties can vary depending on the geologicsetting
and the degreeof human modification.Among the causesfor foundation failure are collapsiblesoils, excessiveground-water withdrawal, debris flows, rock dissolution, soil liquefaction, expansive
soils and compressiblesoils. Other less common causessuch as
rockfallsand lindslides also occur periodically.
As used in this report, soll is defined as the naturally occurring
superficialdepositsoverlying bedrock (InternationalConferenceof
Building Officials,1982),and rockis defined as material that cannot
be drilled with an earth auger and requires specialtechniquesor
equipment (such as blasting or rock-corebarrels)to excavate.
Typical foundation problems in New Mexico
Structuresbuilt on geologicallyyoung mudflow depositsmay become damagedif the soils beneath consolidateand settle (because
of lawn watering, poorly maintained and leaky utilities, or other
causes).Thesesoilsarereferredto as collapsible.Alternatively,structures built on soils containing certain clays may become damaged
due to wetting and the subsequentexpansionof the clay minerals.
Structurescan also be damagedif they are bqilt on weatheredrock.
Commonly, this latter type of damage results from differential soil
settlement,due in part to the weight of the structure. Excessively
wetted soilsbeneatha structure can be substantiallyweakened,which
may result in loss of their bearing capacity.A number of geologicor
man-induced processescan cause differential soil settlement.Another major causeis withdrawal of ground #ater and subsequent
lowering of the water table.
Rock falls, rock topples, and rock slides are of concernin areas
where strucfuresare built along mountain flanks. Earth movement
of this type can occurin responseto intenserainfall, ground shaking
from earthquakes,or even sonic booms. Of even greater concern,
in areasthat flank mountain fronts, is potential damagefrom debris
flows. The most common causeof the flows is inteise, short-duration rainfall,but they have alsobeen causedby failure of manmade
embankmentsdesign6dto retard or stop runoif.
February
'1,985
NewMexicoGeology
There are several other potential problems with building sites.
Areas underlain by solublerock such as limestoneare likely to contain cavernousvoids at shallow depths (karst topography). Houses
and roadshavebeen damagedby the suddencollapseof overburden
into such features.Damage can also arise from the use of concrete
aggregatecontaining certain deleteriousmaterials;chert and obsidian are known to slowly but adverselyreact with concrete,which
leadsto crackingand weakening of the concrete.This phenomenon
is known as alkali reactivity. Another notable problem is related to
carbonatecementationof soil. Near-surfacecarbonate(caliche)may
causeexcavationdifficulties.This problem is especiallycostly when
a contractor'schargesincreasegreatly becauseof "changed conditions." Finally, structures may be damaged by liquefaction of the
underlying soils. Liquefaction is the transformation of a granular
material, such as sandy soil, into a liquid state becauseof sudden
increasein pore pressure;liquefied soil losesall its strength and can
no longer support the load of a building. It occursmost commonly
in saturatedsandy soils that become subjectedto ground shaking
from earthquakes.In New Mexico, such soils are known to flank
sectionsof the Rio Grande, but they may also exist in placeswhere
ground water is very shallow.
Rock and soil classificationsystems
A simple, yet very useful, rock classificationsystemand two common soil classificationsystemsare discussedbecausethese systems
enablegeotechniciansto transmit meaningful technicaldata about
a potential building site to builders, homeowners/or engineers.
Unified Rock ClassificationSystem
Although most urban development in New Mexico is on soil,
situationsarise periodically where one wishes to build a structure
partially or wholly on rock. One problem is that design engineers
may becomeconfusedby technicaldata collectedby nonengineers
(e.g.,geologists).To circumventthis problem, the Unified RockClassificationSystem (URCS)was developedin 1959to bridge the gap
betweenthe traditional geologicand engineeringdescriptionsof the
same material. It was first used during the construction of major
flood control dams built by the U.S. Army Corps of Engineers.Becausethe URCS is so applicableto constructionprojects,it is summarized in Table1.
The URCSprovides a way to clarify terminology when classifying
rock for civil engineering purposes: slight emphasis is placed on
naming a rock and greatemphasisis placedon describingimportant
physical properties of rock material. The physical rock properties
describedare: 1) degree of weathering, 2) estimated strength, 3)
discontinuities,and 4) unit weight or density (Table1). By establishing limiting values for these physical properties, the URCSprovides a meansof transmitting reliable,meaningful data. In addition,
it gives useful estimatesof compressivestrength, permeability,and
shearstrength-three important properties of rock masses.
To estimate the degree of weathering, one simply uses a hand
lens and finger pressure to observe rock color and resistanceto
fracture. Strength is estimated by striking a sample with a hammer.
The characterof the impact mark gives an indication of unconfined
compressivestrength. The development of discontinuities (directional weaknesses),which affect the excavatability of a rock mass,
are determined by observing the visible rock features, obvious fractures, alignment of mineral grains, and by striking the rock with a
hammer and observing the nature of the fractures.
Unit weight or density, one of the more useful geotechnicalproperties, can be estimated in the field by weighing a sample of rock
in air and then reweighing it while it is submerged in water. The
unit weight is the weight in air divided by the weight loss when
submerged.In general, the higher the unit weight of a rock the more
suitableit is for constructionpurposes (Table1).
TABLE l-Generalized
Williamson, 1984).
Unified Rock Classification System (URCS; after
URCS synbol
c
Degree of weathering
Microfresh
Visually
fresh
Stained and
oxidized
Partly
decomposed
Completely
decomposed
Estimated strength
Lab remolding
potential
Reaction to impact of l-lb hammer
Rebounds
>15,000psi
Pits
15,0008,000psi
Dents
8,0003,000psi
Craters
3,0001,000psi
Moldable
<1,000 psi
Discontinuities
Solid rock with very low permeability
Random
Prefened
orientation
Latent planes
of separation
lOp". pf"n"r, may transmit water
Nonlntersectlng
Intersecting
Unit weight or density
Very
dense
>2 44glcm3
>160 pcf
Dense
2 55-2.40 glcm1
160-150pcf
Mediun
dense
2 40-2 25 gl
cm3
150-140pcf
V"ry
Light
2 25-2 10 glcm3
140-130pcf
light
'|.0
<2
glcm3
<130 pcf
General engineering characteristics
Typical
material
6(J
g)
Suitability
for
foundations
Suitability
for concrete
aggregate
Fresh
crystalline
rock
suitable
Requires
blasting
Low
Good--excellent
Most
rocks
suitable
Requires
blasting
Low-good
Low-good
Sandstone
suitable
May require
blasting
Low-good
Marginal
Shale
May not be
suitable
Rippable
Low-good
Low-good
Probably
suitable
Easy
U
!!
Excavatability
Suitability
for fill
Adobe
'tgrus"
collapsewhen wet and commonly occur on flatter slopes,which are
more susceptibleto sheetwashflooding. Favorableattributes of silty
soils are that they drain well yet retain enough water and fertilizer
for crops to flourish, and they are relatively easy to excavate.
Clayeysoils,in the top portion of the USDA chart, are soft, sticky,
and weak when wet and very hard and strong,when dry. These
characteristicsmake their identification relatively easy; however,
becauseclayey soils are nearly impermeable,drainageis poor and
septic tanks do not function well. On steep slopes these soils are
prone to soil creep and landslides.
Unified Soil Classification System
The Unified Soil ClassificationSystem (USCS)is utilized extensively by engineering geologists when classifying soil for use at
building sites.The systemis basedon Atterberg limits and particlesize analyses (Fig. 2). Atterberg limits define the water-content
boundariesbetween the liquid and plastic states(liquid limit) and
between the plastic and semisolid states (plastic limit) of soil (explainedbelow). In this system,soilsare either coarsegrainedor fine
grained. Coarse-grainedmaterial is divisible into gravel and sand
and further divisible into eight groups basedon grading, plasticity
index, or Atterberglimits. Fine-grainedmaterialis divisibleinto silts
and clays,which are further divisible into six groups basedon plasticity index and liquid limit. A final division is made for highly organicsoils such as peat and muck (Fig. 2). With few exceptions,any
soil canbe identified tentativelyin the field and later identified more
preciselyin the laboratory using simple equipment. In this manner,
one can rapidly classify a soil and generally assessits foundation
suitability.
Clayey soils with high plasticity (Fig. 2, CH) may be susceptible
to expansionbecauseof high clay content.Thesesoilsare commonly
associated
with areasof soil creepor landslides.They are not suitable
for septic tanks becausethey drain very slowly. Clayey soils with
lower plasticity indices (Fig. 2, CL) are slightly more suitable for
foundations, but they should be avoided if possible becausethey
are likely to contain expansiveclays and are also consideredunsuitable for septic tanks. Specialattention should be given to exp e c t e d e n g i n e e r i n g p e r f o r m a n c eo f t h i s c l a s so f s o i l s b e f o r e
construction.
Organic soils (Fig. 2, OL and OH) commonly occur in marshy
areas.Becauseof their high organiccontent they can be expectedto
U.S. Departmentof Agriculture soil classificationsystem
6o "o
@o?%%oo
do
%
to
Percenl sond
FIGURE l-U.S. Department of Agriculture (USDA) textural classification
chart (from Soil Conservation Service, 1975,7987).
Nal Mexico Geology February 7986
Group
symbols
Maiordivisions
Clean
gravels
GW
gravels,
gravelWell-graded
sandmixtures,
littleor no
lines
GP
graded
gravels
Poorly
or
gravel-sand
mixtures,
little
or nofines
GM
gravel-sand-silt
Siltygravels,
mixtures
UU
gravels,
gravel-sandClayey
claymixtures
SW
Well-graded
sands,gravelly
sands,littleor nolines
SP
Poodygraded
or gravelly
sands,littleor no fines
SM
Siltysands,
sand-silt
mixtures
(Litle or nofines)
Gravels
(Nlore
than50%
of coarsefraction
s largerthanNo
4 sievesize)
Gravels
with
fines
Coarsegrained
s0ils
amount
of f nes)
([/lorethan50%
ol themater
a is
largerthanNo
200s evesize)
Typical
names
Clean
sands
(Ltle or nofrnes)
Sands
(More
than50%
01coarsefraclion
s smalletthan
No 4 sievesze)
Sands
with
fines
(Appreciab
e
amounl
oi I nes)
Siltsandclays
(Liqud mit s /essthan50)
Fine-g
rained
s0rls
(lvorethan50%
01materiais
snallerlhanNa
200srevesize)
Siltsandclays
Clayey
sands,sand-clay
mixtures
ML
Inorganic
siltsandveryline
sands,rockflour,siltyor
clayey
finesandsor clayey
siltswithslightplasticity
CL
Inorganic
claysof lowto
plasticity,
gravelly
medium
clays,sandyclays,silty
clays,leanclays
OL
0rganic
siltsandorganic
silty
claysot lowplasticity
MH
lnorganic
silts,micaceous
or
diatomaceous
linesandy
or siltysoils,elastic
silts
CH
Inorganic
claysol high
plasticity,
fatclays
OH
organic
claysof medium
to
highplasticity,
organic
silts
PI
Peatandotherhighlyorganic
s0rls
lLerd tnl s greatetthan5A)
Highlyorganic
soils
compressconsiderably.Usually, costly measuresmust be employed
to render these soils suitablefor construction.
Silty soils of high plasticity (Fig. 2, MH) must be examinedon a
case-by-case
basisbecausethere may be problems similar to the finer
grained soils describedabove.However, in placeswhere they have
been built upon, they seem generally suitable for smaller structures
such as single family dwellings.
Silty soils with low plasticity (Fig. 2, ML) are more suitable for
foundations than any of the soils discussedso far in this section
becausethey drain better and are easierto excavate.However, these
soilsare susceptibleto liquefactionwhen saturated.In the arid and
semi-arid environments of much of New Mexico this problem is not
great, exceptperhaps along the floodplains of perennial rivers and
around the edgesof reservoirsand lakes.Also, thesesoilsare related
to a family of soils in New Mexico that could be collapsible. Soils
that are pdtentially collapsiblerequire additional field and laboratory
testing to confirm how they will perform after construction and
human modification (johnpeer et al., 1985).
The coarse-grainedsandsand gravels(Fig.2, upper portion) represent,with someexceptions,soilsmost desirablefor building foundations. The coarse-grainedsoils generally have good drainage
characteristics,stand well during excavationsfor pipelines, electric
utilities, etc., and compactwell when backfilled.Where foundation
materialis usually hauled
conditionsare not suitable,coarse-grained
in to improve the site conditions. However, poorly graded sand can
liquefy and some sandy soils are known to be collapsible;many of
these soils are thought to have been deposited as debris flows in
the recent geologicpast.
Common physical tests on soils
Simple physical tests are used routinely to supply information
about the suitability of a site for the intended use. There are a number
of field testsand studiesthat canbe conductedto provide evaluations
of site conditions.Theserangefrom complexgeophysicaltestsusing
boreholedevicesto simple testsusing only a hand lens. The following discussionis concernedonly with simple teststhat are conducted
routinely in the laboratory.The USCSclassificationsystem (Fig. 2)
is used in the test descriptions.
Particle-size distribution
Particle-sizedistribution is a common means of identifying the
particle-sizegroups that a soil contains. The test is conducted by
sieving material through a stack of mesh sieves(Fig 3). Material that
Parlicle-size
limits
Sand
Gravel
Siltor clay
Cobbles
Fine
N0 200
lMediumCoarse
No 40
N0 10
No 4
Fine
Boulders
Coarse
3/4inches
3 inches
l2 inches
US standard
sieve
size
FIGURE 2-Modified Unified Soil Classification System (USCS). Soils that
have characteristics
of two groups are designatedby combinationsof group
symbols.
t6
February 7986 New Mexico Geology
FIGURE 3-Mesh sieves used for determining particle-size distribution.
Bouloers
4 6 rO 20 40 60 too 200
Ego
or
othered uniform soil
oou
7-^
o50
950
E40
can
o^^
o
oto
oilur
I,OOO
roo
ro
I
ot
ool
o,ool
G r o i nd i o m e t e ri n m m
FIGURE4-Grain-size chart showingparticle-sizedistributioncurvesfor
four typesof soil (from Sowers,1979).
FIGURE S-Device used for determining the liquid limit of a soil.
Atterberg limits
Atterberg limits_arethe liquid limit, plastic limit, and plasticity
index of a material. The liquid limit is determinedby filling a smail
bowl with wetted soil in a liquid-limit device (Fig. 5). A groove is
made through the soil with a speciallycalibratedtool thaimakes a
l.-cm-widegroove through the centerof the sample.The liquid{imit
deviceis designedto drop the sample a standarddistance-untilthe
groove closes.The moisture content is varied until it takes25 drops
to closethe groove, and the moisture content or liquid limit is then
determined by oven drying the sample. The plastic limit is determined by rolling a long thread of soil into a standard diameter of
l/a inch (Fig. 6). The moisture content at the point the soil begins to
crumble is the plastic limit. The numerical differencebetwein the
Clay mineralogy
manner.
Two.typq? of.clay,.either expansiveor nonexpansive,commonly
occur in soils. A main objective for studying chy mineralogy is tb
determine the dominant type of clay or the relative abundince of
FIGURE6-Method of determiningthe plasticlimit of a soil.
eachtype. Smectiteand vermiculiteare claysthat can expand when
they becomemoist. If expansiveclays are used in foundation material they may later dry and leave large desiccationcracksas the
clays shrink. Mica and chlorite are generally nonexpansiveclays,
but they can weather to becomeexpansiveclays.Kaolinite is an end
product of the weathering processand as such does not expand.
The pressuresproduced by some expansiveclays are tremendous;
if not properly designedfor, they can differentiallyraiseand destroy
a foundation. In general, when placing a foundation on soils containing expansiveclays,the footings should extendbelow the depth
of annual moisture change. In addition, proven landscapetechniqueshavebeendesignedthat provide for drainageof surfacewater
before it can soak in. Concretefoundations, substantiallystrengthened with rebar, can withstand the pressuresthat could arise fiom
building on either expansiveclaysor collapsiblesoils.The advice of
expertsis highly recommendedwhen constructionis anticipatedon
soils containingexpansiveclays.
Data Sources
In the quest for geotechnicaldata the professionalas well as the
homeowner is often perplexed. Frequently much time and money
are expendedsearchingfor information, only to find that with the
proper "lead" it could have been obtainedmuch earlierand perhaps
at a considerablecost savings.Actually, the body of existing data
that pertains to most sites is remarkably large. The types cf data
concernedwith engineeringgeologystudiesgenerallyfall within six
categories:topography, geology, geophysics,remote sensing, hy-
New Mexico Geology Febrtary 1,986
t7
data sources for New Mexico. *See reference list for
TABLE 2-Geotechnical
full citation.
Data
source
number
Type of Geotechnical
Geotechnical
data-general
Topography
Geophysics
Geology
Data
Remote
sensing
Hydrology
Climatology
^.
7
2
3
X
XXX
XX
5
*6X
XX
XX
7
8
9
10
11
72X
13
Y
X
X
X
XXXXI
XXX
x
9. EROSData Center
User ServicesSection
U.S. GeologicalSurvey
Sioux Falls, SD 57198
(605) 594-6571
Federal Emergency
Management Agency
National Flood Insurance
Program
500 C Street, SW
Washington, DC 20472
Q04 e6-2500 general
(202)646- 4600publications
Geological Society of Amenca
Engineering Geology Divisron
3300PenrosePlace
PO. Box 9140
Boulder, CO 80301
(303)447-8850
15
X
X
X
XX
XX
XXXXX
XX
l6
77
18
19x
20
2IX
22
23X
24
25
26
27X
28X
29
30x
31
*32
XXX
X
XXX
XX
XX
XXXX
X
XX
X
X
JJ
34
35
36
37
38X
*39
40x
47
42X
*43
M
45
12. GEOREF
American Geological Institute
4220King Street
Alexandria, VA 22302
(800) 336-4764
X
XXX
X
XXXX
XXXX
XX
X
X
X
X
Y
X
XX
XX
X
46X
47X
48X
49X
x
X
X
50x
X
X
XX
Aerial Photography Field Office
USDA-ASCS, P.O. Box 30010
Salt Lake City, UT 84130-0010
(801)524-58s6
2. American Society of Civil
Engineers
United Engineering Center
345 E. 47th Street
New York, NY 10017-2398
(202) 705-7497
3 . American Society of
Photogrammetry
210 Little Falls Street
Falls Church, VA 22046-4398
(703) 534-6677
4 . Berquistet al., 1981*
5 . Consulting Engineers Council
of New Mexico
P.O. Box 3642
Albuquerque, NM 87190
(505) 242-s700
6 . Dodd et al., 1985*
7- Environmental Evaluation
Group
320 Marry Street, P.O. Box 968
Santa Fe, NM 87504-0968
(50s) 827-8280
Environmental Improvement
Division
P.O. Box 968
Santa Fe, NM 87504-0958
(s05) 9M-0020
February 7986 New MexicoGeology
13. Hydrologic Information Unit
U.S. GeologicalSurveY
419 National Center
1221SunriseValleYDrive
Reston,YA22092
(703) 860-6867
14. Dr. Kenneth Kunkel
State Climatologist
New Mexico State UniversitY
Las Cruces,NM 88003
(505) 646-3007
NOAA/NESDIS
3300Whitehaven Street, NW
Washington, DC20235
(202)634-7722
21. New Mexico Bureau of Mines
and Mineral Resources
New Mexico Institute of
Mining and Technology
Socorro, NM 87801
(sos)835-5420
22. New Mexico Geographic Information Advisory Committee
c/o TechnologyApplication Center
2500Central, SE
University of New Menco
Albuquerque, NM 87131
(505)277-3622
23. New Mexico Geological Society
Campus Station
Socorro, NM 87801
(505)835-5420
24. New Mexico Water Resources
ResearchInstitute
PO. Box 3167
(lew Mexico State University
Las Cruces, NM 88003-3167
(505)646-4337
25. Nuclear RegulatorY
Commission
RegionalOffice (Region4)
blI PlazaDrive, Suite 1000
Arlington, TX 76017
(817)860-8100
25. Petroleum Information Log
Service
500 North Baird Street
15. National Archives and Records
PO. Box 1356
Service
Midland, TX79702
Cartographic Archives Division
(9r5) 682-059r
General ServicesAdministration
Washington, DC 20408
27. Noel M. Rosenburg
Executive Director
16. National Cartographic
Associationof Engineering
Information Center
Geologists
U.S. GeologicalSurveY
P.O. Box 1068
507 National Center
Brentwood, TN 37027
Reston, VA22092
(615) 377-3578
(703) 860-604s
17. National Geodetic Information
Center, OAJC18
National Oceanicand
AtmosPheric Administration
Rockville, MD 20852
(301)443-8631
18. National Oceanicand
Atmospheric Administration
National GeoPhYsicalData
Center
Mail Stop E/CG-1
325 Broadway
Boulder, CO 80302
(303)497-6607
28. Soil ConservationService
Education and Publications Ofc.
U.S. Department of Agriculture
P.O. Box 2890
Washington, DC 20013
(202)477-5973
-orSoil Conservation Servrce
517 Gold Ave., SW, Room 3301
Albuquerque, NM 87102
(505)766-j277
29. State Engineer Office
101 Bataan Memorial Building
Santa Fe, NM 87503
(505)927-61,40
19. National TechnicalInformation
30. Office of SurfaceMining
Service
Office of Public Affairs
U.S. Departmentof Commerce
U.S. Departmentof the Interior
5285Port Royal Road
Washington, DC 20240
Springfield,VA2276I
(202) 343-4719
(703) 487-46s0
20. NEDRES Progam Office
Assessmentand Information
ServicesCenter
31. TechnologyApplication Center
2500Central, SE
University of New Mexico
[?
Albuquerque,NM 87131
(505)277-3622
32. Trautmannand Kulhawy, 1983*
33 U.S Army Corps of Engineers
AlbuquerqueDistrict
P.O. Box 1580
Albuquerque,NM 87103
(s05) 766-2732
34 U S. Bureauof Land Management
P.O. Box 1t149
SantaFe, NM 87501
(s05)988-6316
Denver, CO 80225
(303) 234-4404
37 U S Departmentof Energy
AlbuquerqueOperationsOffice
P.O. Box 5400
Albuquerque,NM 87115
(s0s)846-3118
42. University Microfilms
International
300 North Zeeb Road
Ann Arbor, MI 48106
(800)s21-3042
38 U S Departmentof the Interior
Bureauof Reclamation
Engineeringand Research
Center
Denver, CO 80225-0007
43 Ward et al., 1981*
39. U S. Geological Survey, 7979*
35. U.S. Bureauof Mines
Building 20
Denver FederalCenter
Denver, CO 80225
(303)236-04s0
40 U.S. GeologicalSurvey
Branchof Distribution
Box 25286,Federal Center
Denver, CO 80225
(303)236-7477
36 U.S. Departmentof Commerce
National Oceanicand
AtmosphericAdministration
National Climatic Data Center
FederalBuilding
Arvada, CO 80003
(303)431-0831
Asheville, NC 28801-2696
(704)259-0682
41. U.S. GeologicalSurvey
PhotographicLibrary
Room 2274, Building 25
Denver FederalCenter
drology, and climatology. The main sources for these data are libraries, federal agencies, and state agencies. Affordable computerized
database systems can also provide rapid access to specific types of
studies within all six categories.
The data sources listed in Table 2 are the general sources one might
consult during the preliminary or feasibility phase of a project. Ti.ey
are intended to serve as guides for those seeking engineering geology data. Site-specific data are not included here because such data
genelally require both surface and subsurface investigations by a
qualified geotechnical engineer or engineering geologist. Although
many of the data are highly technical, many are easily understood
by the layman. Some of the data sources were taken from Trautmann
and Kulhawy (1983), and additional specific sources are given for
New Mexico.
Summary
In New Mexico, structural damage has occurred from a number
ACKNOWLEDGMENTS-ThiS
report was prepared under the sponsorship of the New Mexico Bureau of Mines and Mineral Resouices.
It was technically reviewed by Cathy Aimone, Danny Bobrow, David
48. New Mexico StateHighway
Deoartment
GeotechnicalSection
44 Water ResourcesDivision
P.O. Box 1149
U.S. GeologicalSurvey
SantaFe, NM 87504
505 Marquette Ave., NW, Rm. 720
(505)982-0955
Albuquerque,NM 87102
(505\ 766-2246
49. Energy and Minerals
n^-^-t*^'^r
ucPar rrrlsrl(
45 WATSTORE/NAWDEX
Mining and Minerals Division
U.S GeologicalSurvey
525 Camino de Los Marquez
421 National Center
SantaFe, NM 87501
Reston,V422092
(505)827-5970
(703)860-6031NAWDEX
(703) 860-6877WATSTORE
50 U.S. ForestService
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517Gold Ave., SW
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Love, and Robert L. McNeill. It was edited by Deborah Shaw and
typed by Lynne McNeil. Mark Hemingway prepared most of Table
2 and also reviewed the report.
References
W E,Tinsle.v,
E J,Yordy,L, andMiller,R, L,1981,Worldwidedirectory
Berquist,
of national earth-science agencies and related international organizations: U S, Geological Survey, Circular 834, 87 pp.
Dodd, K , Fuller, H K , and Clarke, P F, 1985, Guide to obtaining USGS information:
U S Geological Survey, Circular 900 (USGS, 604 South Pickett Street, Alexandria, VA
22304-40s8), 35 pp
International Conference of Building Officials, 1982, Uniform building code: International Conference of Building Officials, Washington, DC, 780 pp
Johnpeer, G D, Love, D W., Hawley, J W, Bobrow, D J, Hemingway, M,, and
report: New
Reimers, R F, 1985, El Llano and vicinity geotechnical study-final
Mexico Bureau of Mines and Mineral Resources, Open-file Report 225, 4 v , 578 pp
Soil Conservation Service, 1,975, Soll taxonomy: U S Department of Agriculture, Agriculture Handbook No 436, 754 pp
Soil Conservation Service, 1981, Examination and description of soils in the field; in
Conseruation Service, U S
Soil survey manual: U S Department of AgricultureSoil
Government Printing Office, Washington, DC, chapter 4
Sowers, G F, 1979, Iniroductory soil mechanics-geotechnical engineering; Macmillan
Publishing Company Inc , New York, New York, 621 pp
Trautmann, C H,, and Kulhawy, F H, 1983, Data sources for engineering geologic
studies: Bulletin of the Association of Engineering Ceologists, v XX, no 4, pp 439
454
U S Geological Suvey, 7979, Scientific and technical, spatial, and bibliographic data
bases of the U S Geological Suruey: U S Geological Survey, Circular 817, 180 pp
Ward, D C, Wheeler, M W, and Bier, R A, Jr,, 1981, Geological reference sourcesa subject and regional bibliography of publications and maps in the geological sciences: Scarecrow Press, Metuchen, NJ, 2nd ed , 350 pp
Williamson, D. A, ,1,984, Unified Rock Classification System: Bulletin of the Association
tr
of Engineering Ceologists, v. XXI, no. 3, pp.345-354.
Paleontologists
andltfineralogists
$ociety
ol Economic
proiects
upcoming
March G7, 1986 SEPM short course "Modern and ancient deep sea fan
sedimentation," in Calgary, Alberta.
April T-9, 1986 SEPM short course "Platform margin and deep water carbonates," in Calgary. Alberta.
May 8-9, 1986 SEPM short course "Relationship of organic matter and
mineral diagenesis,"in Houston, Texas,
May 11-14, 1985 SEPM field seminar "The description and depositional
analysis of marine carhnates-a field techniques workshop," in Little Rock.
Arkansas.
For more information or to register for any of the above courses, contact:
Joni C. Merkel, Soci,etyof Economic Paleontologistsand Mineralogists, P.O.
Box 4756,Tulsa, Oklahoma 74159-0756,(918\ 743-2498.
47. ConstructionIndustries
Division
BataanMemorialBuilding
SantaFe, NM 87503
(505) 827-625r
news
Society
NewMexico
Geological
The New Mexico Geological Society will hold its annual spring meeting on Friday, Aprll 4, 1986, in the Macey Center on the campus of
New Mexico Tech in Socorro, from 9 to 5. This meeting, which is
intended to disseminate the results of recent research on the geology
of New Mexico, will include four sessions: mineral fuels (oil, gas, coal,
and uranium), ground watet sedimentary geology, and a general session. A cocktail parW and banquet will conclude the day's activities.
Information on'registration, atcommodations, and other activities
planned for this meeting will be mailed to NMGS members in February. Inquiries should be directed to: Ron Broadhead or Dave Love,
General Chairt ren, NMBMMR, Campus Station, Socorro, NM 87801;
(505) 835-5202 or 835-5146.
New Mexico Geology February L986