HomeMy WebLinkAboutOV129207 0 V/O- 903- 7
SOIL ENGINEERING REPORT
Window Rock
Parcel "M" at La Reserve
Oro Valley, Arizona
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`\ 1131 N.WINSTEL BLVD. TUCSON,AZ 65116 •
326-3323
The William J. Ash Corp. Date: May 7, MEWED
3033 East 1st Ave. , Suite 702
Denver, Colorado 80206
DEC 18 '92
Attn: James P. McClosky, V.P.
Town nin ,,
Project: Parcel M at La Reserve/Window Rock Job No. : 86-217a1Iey
Oro Valley, Arizona
In accordance with your request, this firm has performed soil engineering servi-
ces relative to the subject project . The accompanying report contains observa-
tions derived from a review of site subsurface conditions , results of labora-
tory testing, and conclusions and recommendations based on an engineering evalua-
tion. This evaluation has been formulated in accordance with generally accepted
professional engineering principles and practices .
The services performed provide an evaluation at selected locations of the surface
and subsoils throughout the zone of significant foundation influence. Our servi-
ces have not included determination of underlying geologic conditions or evalua-
tion of potential geologic hazards such as seismic activity, faulting, and ground
subsidence/cracking potential due to ground water withdrawal .
The recommendations included are presented based upon the project information
received and described herein. This firm should be contacted for consultation
if the design parameters are changed substantially or if conditions encountered
during construction are different from those contained herein.
Complimentary to this report, we will be pleased to review project plans and
specifications relative to compliance to the intent of this report.
Respectfully submitted,
H. LEE MYERS, INC.
Soils Engineering & Testing Site Plan Revised
12/10/92
cofessiona/ Fay
10
t° 19996 O. ��.
H. LEE
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A. :.fig-:'1416111�/
By: H. Lee Myers, P.E.
cc: Client ( 3)
DDNA ( 1)
Urban Engineering ( 1)
Phillip Amos ( 1)
Cella Barr (3)
PART I
RE PORT
1 . 0 PURPOSE & PROJECT INFORMATION
1 . 1 Purpose: The purpose of this report is to provide
soils and foundation information and recommendations
pertaining to those items listed below. The recommenda-
tions are based upon the properties of the surface
and subsoils as determined by the field and laboratory
testing, the results of which are presented and discussed
in the Appendix of this report . Alternate recommendations
may be possible and will be considered upon request .
1 . 1 . 1 Allowable soil bearing capacities
1 . 1 . 2 Estimated settlements
1 . 1 . 3 Earthwork recommendations
1 . 1 .4 Expansion potential of onsite soils
1 . 1 . 5 Lateral foundation stability factors
1 . 1 . 6 Drainage recommendations
1. 2 Project Information: The following project information
was utilized for the surface reconnaissance, subsurface
exploration, and recommendations reported herein:
1. 2 . 1 Height of Proposed Townhomes
1. 2 . 1. 1 Number of stories above grade - one ( 1 ) to
two ( 2 )
1. 2 . 1. 2 Number of stories below grade - none
1.2 . 2 Construction Materials
1. 2 . 2 . 1 Walls - frame and stucco
1. 2 . 2 . 2 Structural floors - wood
1. 2 . 2 . 3 Roof - wood
1. 2 . 2 . 4 Concrete slab-on-grade floors
1. 2 . 3 Maximum Foundation Loads
1. 2 . 3 . 1 Shallow wall - assumed 1 . 5 KLF
1. 2 . 3 . 2 Shallow column - assumed 15 KIPS
1. 2 . 3 . 3 Basement wall - none
1. 2 . 3 . 4 Basement column - none
1 . 2 . 3 . 5 Property line foundations - none
1 . 2 . 3 . 6 Retaining walls - none
Job No. 86-217 1
Copyright ( c) 1986
1 . 2 .4 Elevations
1 . 2 .4 . 1 Existing ground surface - between 2637 ft .
and 2597 ft . , more or less , between our
test locations .
1 . 2 . 4 . 2 Slightly above finished grade floor - 8"±
1 . 2 .4 . 3 Below finished grade floor - none
1 . 2 . 5 Estimated Earthwork Requirements
1 . 2 . 5 . 1 Fill - unknown but assumed maximum of 5 feet .
1 . 2 . 5 . 2 Cut - unknown but assumed maximum of 5 feet
at building locations . Deeper cuts may
be needed for site clearing and construction
of engineered fills below foundations .
1 . 2 . 6 Water Retention or Drainage Channels
1 . 2 . 6 . 1 Adjoining structures - none ( see 1 . 2 . 6 . 3 )
1 .2 . 6 . 2 Flooding - it is our understanding
that the site is not within a 100 year
flood area ( see 1 . 2 . 6 . 3 ) .
1 . 2 . 6 . 3 Drainage Channel - a drainage channel is
located at the southern site boundary. Some
erosion of the bank materials was noted
and additional erosion of bank and channel
bottom soils may occur. It is recommended
that an investigation be done that will
determine appropriate measures to protect
the site from flooding, scour or erosion.
H. Lee Myers , Inc. is not a consultant
on this project for such work.
Job No. 86-217 2
Copyright ( c) 1986
2 . 0 DESIGN CRITERIA AND INFORMATION
2 . 1 General: The following general items are presented
as pertinent infoLmation for the designer/specifier:
2 . 1. 1 Existing construction - none apparent except
existing drainage channel at south boundary and
El Conquistador Way (partially constructed) at
west boundary.
2 . 1. 2 Existing fill - none encountered at our test locations .
Fills of unknown depth, extent and content may exist
along the drainage channel and El Conquistador Way.
2 . 1. 3 Onsite soils as subbase fill - recommended for use.
2 . 1.4 Recommended bearing soils for shallow foundations -
engineered fill.
2 . 2 Foundation Bearing: The following recommendations
are presented for design criteria:
2 . 2 . 1 Bearing capacities - for foundation depth( s )
and maximum load( s ) :
2 . 2 . 1 . 1 Shallow foundations bearing on engineered
fill.
Foundation Allowable Soil Engineered Fill Maximum Load
Depth Bearing Capacity *Depth *Width Wall Column
( ft . ) (psf ) ( ft . ) ( ft . ) ( klf ) ( kip )
1 . 5 1500 1 .0 1 . 0 2 .0 10 .0
1 . 5 1500 1 .5 1 . 0 2 . 5 15 . 0
1 . 5 1500 2 . 0 1 . 5 N/A 20 . 0
*Depth is minimum depth below bottom of foundation, and width
is minimum width beyond all foundation edges . It may be more
economical to grade the total area under the buildings ; if so,
grading should be carried a minimum of 5 ft . beyond the building
perimeters . If sufficiently dense materials are encountered when
constructing engineered fills below foundations , the above depths of
engineered fill may be reduced or eliminated by the soil engineer
during construction.
2 . 2 . 1 . 2 Increase in bearing capacities for
temporary loads - the allowable soil
bearing capacities should be considered
as allowable maximums for dead plus
design live loads . A one-third increase
is recommended when including wind
or seismic forces in total loads .
Job No. 86-217 3
Copyright ( c) 1986
2 . 2 . 2 Foundation depths , dimensions , and elevations :
2 . 2 . 2 . 1 Foundation depths - referenced from
the lowest adjacent finished grade
for perimeter foundations and the lowest
adjacent floor slab elevation for interior
foundations .
2 . 2 . 2 . 2 Foundation dimensions - two ( 2 . 0 ) feet
and sixteen ( 16 ) inches are recommended
as the minimum width of column and
wall foundations , respectively.
2 . 2 . 2 . 3 Foundations at different elevations-
foundations that are adjacent to lower
foundation areas must be stepped down
so that their base is below the lower
foundation backfill materials , and
below a line projected upward from
the nearest lower foundation edge at
a 45 degree angle.
2 . 2 . 2 .4 Foundations adjoining sloping ground
- foundations adjoining areas sloping
over 10% should be investigated for
overall foundation and slope stability.
This firm will provide these services
upon request .
2 . 2 . 3 Thickened slab sections - can be utilized if
partition loads do not exceed 500 plf . Slab
sections should be thickened over a minimum
width of 12 inches and be so proportioned that
an allowable soil bearing capacity of 250 psf
is not exceeded. The slab thickness and reinforcement
should be consistent with structural requirements .
Job No. 86-217 4
Copyright ( c) 1986
2 . 3 Estimated Vertical Movement:
2 . 3 . 1 Shallow Foundations :
2 . 3 . 1 . 1 In-situ settlement - less than 1/4 inch
2 . 3 . 1 . 2 Additional settlement upon saturation-
3/8 inch if native bearing soils below
engineered fills become saturated for
a depth equal to the width of continuous
foundations or equal to 1 the width
of column foundations . If the depth
of saturation exceeds the above, additional
settlements of approximately nil to 1/4
inch per foot of soils wetted are possible.
2 . 3 . 2 Design suggestions - due to potential for differen-
tial foundation movements , it is suggested that
all continuous foundations be reinforced.
2 . 4 Floor Slab Behavior:
2 .4 . 1 The underlying native soils , compacted subbase
fill and base course materials ( See 3 . 0 Recom-
mendations for Earthwork) should adequately
support properly designed floor slabs on grade.
Job No. 86-217 5
Copyright ( c) 1986
2 . 5 Lateral Foundation Stability Factors :
2 . 5 . 1 Foundation toe pressures 1. 33
x max.
allowable
2 . 5 . 2 Lateral backfill pressures :
2 . 5 . 2 . 1 Pressures do not include temporary
forces during compaction of the backfill.
2 . 5 . 2 .2 Unrestrained walls 33 psf/ft .
2 . 5 . 3 Lateral passive pressures :
2 . 5 . 3 . 1 Continuous wall foundations-- 300 psf/ft .
2 . 5 . 3 .2 Spread column foundations---- 375 psf/ft .
2 . 5 .4 Coefficient base frictions :
2 . 5 .4 . 1 Independent of passive resistance - 0 .40
2 . 5 .4 . 2 In conjunction with passive resistance - 0 . 35
2 . 5 . 5 Backfill against foundations , foundation walls ,
and retaining structures should be placed to
densities recommended herein to minimize total
active backfill pressures and develop passive
resistance with low strains .
2 . 5 . 6 The above lateral design values do not include
loadings due to moisture buildup or hydrostatic
conditions , impact , adjoining surcharge, continuous
or point loads or where sloping ground adjoins
retaining walls/structures .
Job No. 86-217 6
Copyright ( c) 1986
2 . 6 Drainage:
2 . 6 . 1 Positive surface drainage away from foundations
should be provided during construction and maintained
throughout the life of the structures .
2 . 6 . 2 Consideration should be given to drainage of
roof runoff , to the design of planting areas
and other surface features to prevent water
from ponding adjacent to the buildings .
2 . 6 . 3 In areas where sidewalks or paving do not immediately
adjoin the structures , it is recommended that
slopes be provided with an adequate outfall
gradient to prevent ponding.
2 . 6 . 4 Backfill against foundations , exterior walls ,
and in utility line trenches within 10 feet
outside the structure should be well compacted
and free of all construction debris to minimize
the possibility of moisture infiltration through
loose soils .
2 . 6 . 5 Landscape irrigation should be controlled so
that water does not penetrate below foundations .
Consideration should be given to using native
plants requiring little water and other shallow
rooted plants in landscape areas . Planters
near foundation areas should be sealed.
Job No. 86-217 7
Copyright ( c) 1986
3 . 0 RECOMMENDATIONS FOR EARTHWORK
3 . 1 General: The following recommendations are presented
as a guide for use in compilation of construction specifica-
tions . The recommendations are not comprehensive contract
documents and should not be utilized as such. The word
"shall" is intended to be interpreted as "should" in
relation to the purpose of this report .
3 . 1 . 1 Recommendations herein include minimum parameters
for clearing of vegetation, removing of existing
construction, stripping of undesirable soils ,
scarifying exposed subgrade soils , placing and
compacting of fill in relation to earthwork
and to known conditions existing on the site.
If soil conditions differing from those described
herein are encountered; if unexpected buried
structures or facilities ( such as utility conduits
or seepage pits ) are encountered; or if design
parameters are revised; this firm should be
contacted for additional, or revised recommendations .
3 . 1 . 2 Clearing, removal, stripping, subgrade preparation,
and subbase fill shall be accomplished within
5 feet outside of building perimeters or per
2 . 2 . 1 . 1 . Any overexcavated areas shall be backfilled
in accordance with these provisions .
3 . 1 . 3 Water settling and/or slurrying shall not , in
any case, be used to compact or settle surface
soils , fill materials , or trench backfill within
10 feet of a structure area or within an area
which is to be paved. When trench backfill
consists of permeable materials that would allow
percolation of water into a structure or pavement
area, water settling shall not be used to settle
such materials in any part of the trench.
Job No. 86-217 8
Copyright ( c) 1986
3 . 2 Fill Areas :
3 . 2 . 1 Below floor slabs - perfoLm earthwork operations
in accordance with the following:
3 . 2 . 1 . 1 Remove any surface fill materials ,
rubble, debris , vegetation, and any
loose, wet , or otherwise unstable soils .
3 . 2 . 1 . 2 On-site soils are recommended for use
as subbase fill if properly cleaned
of unacceptable materials .
3 . 2 . 1 . 3 Widen and thoroughly clean all holes
and depressions to accommodate compaction
equipment .
3 . 2 . 1 .4 Scarify, moisture condition and compact
exposed subgrade soils to a minimum
depth of 6 inches .
3 . 2 . 1 . 5 Subbase fill needed to raise the building
and adjacent exterior slab-on-grade
areas to the finished grade should
consist of approved on-site soils or
imported soils possessing nil to low
expansion potential.
3 . 2 . 1 . 6 Fill slopes not to exceed 1:1 ( horizontal
to vertical) .
3 . 2 . 1 . 7 Cut slopes not to exceed 2 : 1 ( horizontal
to vertical) .
3 . 2 . 1 . 8 All slopes shall be protected to minimize
erosion.
3 . 2 . 1 . 9 Place a minimum 4-inch thickness of
an approved granular base course material
below all concrete slab-on-grade floors .
Job No. 86-217 9
Copyright ( c) 1986
3 . 2 . 2 Below foundations
3 . 2 . 2 . 1 Provide engineered fill under foundations
to depths and widths selected under
recommendations presented in Table
2 . 2 . 1 . 1 .
3 . 2 . 2 . 2 Where engineered fill depths below
foundations exceed the depths of 2 . 2 . 1 . 1 ,
the fill should extend laterally beyond
the perimeter of foundations a minimum
distance equal to 60% of the depth
of fill below foundations .
3 . 3 Fill Materials :
3 . 3 . 1 Imported fill and base course recommended
specifications
Imported Base
Fill Course
Maximum particle size * 11/2"
passing No. 4 sieve - 35-100
Maximum % passing No. 200 sieve 60 12
Maximum % soluble sulfates 0 . 10 0 . 10
Maximum % expansion - 1. 50 0 .00
measured upon saturation of a
remolded fill sample compacted
to 95 percent of maximum
ASTM: D698 density at 2 percent
below optimum under a 100 psf
surcharge pressure.
*Depth of compacted lift .
3 . 3 . 2 Native soil backfill ( except at paved or slab
areas ) - the upper 2 ft . ( or depth of foundation,
if less ) of exterior perimeter backfill shall
be the more clayey native soils excavated from
the site.
3 . 4 Moisture Content: optimum ±2% . These limits may be
changed by this firm depending on job and soil conditions
encountered during construction.
3 . 5 Preparation and Placement of Fill Materials : Fill
materials shall be thoroughly mixed to a uniform moisture
content as per 3 .4 . Materials shall be placed and
compacted in horizontal lifts at a depth compatible
with the compaction equipment being used.
Job No. 86-217 10
Copyright ( c) 1986
3 . 6 Compaction: The compaction of all materials shall
be performed to the following percent of the maximum
density determined in accordance with ASTM: D698 .
3 . 6 . 1 Material % Compaction
3 . 6 . 1 . 1 Native subgrade and
engineered fill below
foundation level. . . 95 min.
3 . 6 . 1 . 2 Native subgrade and
subbase fill above
foundation level. . . 90 min.
3 . 6 . 1 . 3 Base course 95 min.
3 . 6 . 1 .4 Miscellaneous
backfill 90 min.
3 . 6 . 1 . 5 Where approximately 50% or more of the
material in the fill is retained on the #4
sieve, ( i.e. gravel size or larger) , the
fill is usually not testable by normal
methods of compaction testing ( i.e. sandcone
or nuclear densometer) . These fill materials
shall be placed with sufficient mixing of fines
with the oversize rock ( i.e. over 6 inch
size) so that voids are not created. Nesting
of oversize materials shall not be allowed.
The material shall be placed, moisture con-
ditioned and compacted to the satisfaction
of the soil engineer. When placed in fill
materials , rocks over 6 inches in size
shall be placed at interior deeper zones
preferably not below structures or within
5 feet of retaining walls . Placement of rocks
over 6 inches in size shall be placed in
fills only where and when approved by the
soil engineer.
3 . 6 . 2 Disturbed Soils - any soil disturbed during
construction shall be compacted to the applicable
percent compaction as specified above.
3 . 6 . 3 Soils below buildings and/or paved areas in
which moisture contents have been increased
above in-situ moistures , shall be compacted
to the full depth and width of the increased
moisture. Compaction shall be in accordance
with 3 . 0 or to the satisfaction of the soils
engineer.
Job No. 86-217 11
Copyright ( c) 1986
3 . 7 Observation & Testing: Engineered fill used for structural
support shall be observed and tested by experienced
personnel under the supervision of a qualified soils
engineer.
3 . 8 Excavation Conditions : Excavating through the soils
encountered at our test locations may be accomplished
with conventional excavating equipment . Some difficulty
may be experienced during earthwork or excavation
operations with large cobbles or boulders . All excavations
shall be braced or sloped as required to provide personnel
safety and to satisfy local safety code requirements .
Job No. 86-217 12
Copyright ( c) 1986
PART II
APPENDIX
TERMINOLOGY
ALLOWABLE SOIL BEARING CAPACITY The recommended maximum contact stress developed at
the interface of the foundation element and the support-
ing material.
BACKFILL A specified material placed and compacted in a
confined area.
BASE COURSE A layer of specified material placed on a subgrade or
subbase.
BASE COURSE GRADE Top of base course.
BENCH A horizontal surface in a sloped deposit.
CAISSON A concrete foundation element cast in a circular
excavation which may have an enlarged base. Sometimes
referred to as a cast-in-place pier.
CONCRETE SLABS-ON-GRADE A concrete surface layer cast directly upon a base,
subbase or subgrade.
DIFFERENTIAL SETTLEMENT Unequal settlement between or within foundation elements
of a structure.
ENGINEERED FILL Specified material placed and compacted to specified
density and/or moisture conditions under observation
of a representative of a soil engineer.
EXISTING FILL Materials deposited through the action of man prior to
exploration of the site.
EXISTING GRADE The ground surface at the time of field exploration.
EXPANSIVE POTENTIAL The potential of a soil to expand (increase in volume)
due to the absorption of moisture.
FILL Materials deposited by the action of man.
FINISHED GRADE The final grade created as a part of the project.
HEAVE Upward movement.
IN-SITU Natural or original condition.
NATIVE GRADE The naturally occurring ground surface.
NATIVE SOIL Naturally occurring on-site soil.
ROCK A natural aggregate of mineral grains connected by strong
and permanent cohesive forces. Usually requires drilling,
wedging, blasting or other methods of extraordinary
force for excavation.
SAND BASE COURSE A base course composed primarily of sand of a specified
gradation.
SCARIFY To mechanically loosen soil or break down existing
soil structure.
SETTLEMENT Downward movement.
SOIL Any unconsolidated material composed of discrete solid
particles, derived from the physical and/or chemical
disintegration of vegetable or mineral matter, which can
be separated by gentle mechanical means such as agitation
in water.
STRIP To remove from present location.
SUBBASE A layer of specified material placed to form a layer
between the subgrade and base course.
SUBBASE GRADE Top of subbase.
SUBGRADE Prepared native soil surface.
Copyright ( c) 1986 13
•* •no vvrne T%T/.
4 .0 LABORATORY TESTING
4 . 1 Discussion of Laboratory Testing: Selected
samples were subjected to laboratory tests .
Generally the test results indicate the following:
4 . 1. 1 Settlement - results of the compression
testing on native undisturbed soils
located below anticipated foundation levels
indicate low to moderate compressibility at
existing in-situ moisture conditions while sustaining
maximum foundation loads . An increase in moisture
content in these materials was found to increase
their compressibility by a low to substantial amount .
4 . 1 . 2 Expansion - results of the expansion testing
on recompacted soils located near subgrade level
indicate nil to low expansion upon saturation
under approximate floor slab loading.
4 . 2 Laboratory Test Results : See following page( s ) .
Job No. 86-217 14
Copyright ( c) 1986
Job No. 86-217 TABULATION OF TEST RESULTS
One Point
Expansion/Compression Water Soluble ASTM D 698
Initial
-- ----------- ---_-� . Max. Swell
* Expan--- ----__ - Matter, o° - --- ---�----------
Dryfoiswre
Initial _
Location Depth ft. Soil DensityM Surcharge Comp. Pressure Max. Opt.
No. Class pcf ontent,°% KSF % KSF Salts Sulfates Density Moisture.
r
1 11-5 SC 114(2) 9.5 0.10(5) +0.50 119.6 11.5
2 4-5 SM 112(2) 9.9 0.10(5) -0.07 118.3 11.9
1 1 SM 98(1) 4.3(4)
1 2 SC 102(1) 7.7(4)
1 4 SC 103(1) 8.6(4)
2 1 SP-SM 105(1) 2.8(4)
2 2 SP-SM 97(1) 2.1(4)
2 4 SP-SM 99(1) 2.3(4)
3 1 SM 97(1) 4.2(4)
3 2 SC 94(1) 2.9(4) 1.5 -0.25
1.5(5) -0.41(6)
4 1 SM 97(1) 3.7(4)
4 2 SC 88(1) 6.1(4) 1.5 -0.90
1.5(5) -9.04(6)
5 14 SP-SM 96(1) 5.2(4) 1.5 -0.33
1.5(5) -0.81(6)
5 21 SP-SM 96(1) 1.6(4)
5 5 SM 100(1) 1.7(4)
6 1 SM 96(1) 3.8(4) 1.5 -0.35
1.5(5) -2.78(6)
6 2 SM 96(1) 2.9(4)
8 1 SP-SM 99(1) 1.3(4)
8 2 SP-SM 101(1) 2.6(4)
8 4 SM 100(1) 1.5(4)
9 1 SP-SM 99(1) 2.2(4)
9 2 SM 98(1) 5.0(4)
10 1 SP-SM 102(1) 4.2(4)
10 2 SP-SM 92(1) 3.2(4) 1.5 -2.68
1.5(5) -4.44(6)
10 4 SM 97(1) 5.0(5) 1.5 -0.08
1.5(5) -1.88(6)
REMARKS:
4. In-situ moisture
1. In-situ density 5. Submerged to approximate saturation
2. Compacted density(Approx.95°%°of ASTM-D698 max.density at moisture content slightly below optimum) 6. Total%consolidation saturated conditions
3. Compacted density(Approx.95%of ASTM-D1557 max.density at moisture content slightly below optimum) 7.
Copyright (c) 1986 15
H. LEE MYERS, INC.
5 .0 SITE DISCUSSION AND SOIL LOG DATA
5 . 1 Site Description:
5 . 1 . 1 Location - Parcel M at La Reserve , El Conquistador
Way east of Oracle Road, Oro Valley, Arizona.
5 . 1 . 2 Size - approximately 8 to 9 acres .
5 . 1. 3 Existing use - vacant
5 . 1 .4 Previous development - none apparent except drainage
channel at the southern boundary and partially
complete El Conquistador Way along the west boundary.
5 . 1 . 5 Existing fill - none encountered at our test locations .
Fills of unknown depth, extent and content may
exist along the drainage channel and El Conquistador
Way.
5 . 1 . 6 Surface vegetation - trees , brush, cacti and grass
common to the area.
5 . 2 Surface Elevation Differential: A drawing, prepared
by DDNA dated 14 April 1986 was used to prepare the
site plan herein. The drawing indicates that the ground
surface slopes gradually downward to the west and northwest
with approximately 40 feet of elevation differential
across the site between our test locations .
5 . 3 Field Exploration: Test pits were explored at the
approximate locations shown on the accompanying
site plan. Soils encountered were visually examined,
classified and sampled at selected intervals . Results
of the exploration program are presented on the
accompanying "Soil Logs" .
Job No. 86-217 16
Copyright ( c) 1986
5 .4 Surface and Subsoil Stratification: The following
tabulation presents a generalization of the depths
and thicknesses of the predominant soils encountered:
Approximate (Approximate Depth ( ft . )
Topo Gravelly,
Test Elevation Silty Sand Silty Sand Clayey Sand
Location ( ft . ) ( SP-SM) ( SM) ( SC )
1 2605 - 0-11/2 , 5-12 112-5
2 2597 0-4 , 6-12 4-6 -
3 2603 0-4 , 7%2-12 4-71/2 -
4 2616 3-8* 0-2 2-3
5 2609 0-5 , 7-10** 5-7 -
6 2615 5-12 0-5 -
7 2611 0-2 , 7-12 2-7 -
8 2616 0-21/2 , 6-12 21/2-6 -
9 2628 0-2 2-10*
10 2637 0-3 3-12
*backhoe refusal on boulder
**backhoe excavation stopped due to caving
5 . 5 Soil Moisture Contents : Generally described as being
slightly damp to damp with no free ground water table
encountered.
5 . 6 Variations : It is assumed that subsurface conditions
at the site do not deviate appreciably between test
locations . If variations are encountered during construc-
tion, this firm should be notified for supplemental
recommendations .
Job No. 86-217 17
Copyright ( c) 1986
LEGEND FOR SOIL LOG
NO__.—* _ ELEV:_. BORING DIA. __ _ BACKHOE PIT _ FIELD ENGR _____ . DATE: --_____
PENETRATION Description is a field visual classification. There may be other o RESISTANCE w >
BLOWS FT a interpretations of the classification herein, other opinions as to JQ z LL w
DEPTH
R where stratum changes occur, DESCRIPTION where gradual-stratum oLL oa chz
FT C �N n changes occur, and/or where minor changes within a stratum are Q o
significant enough to log,
1 .
2
3 r
4 STRATUM LINE __ _
5 __ ---
6
7
8
9 f
10
1
2 Vertical line is for additional typing space. Material change
3 occurs at the level of the upper portion of the line.
4
' 5
6
7
8
g *Refers to the approximate location of the same number shown
20 on the site plan as located in the field by pacing from
1 property lines and/or existing features.
2
3 Moisture Content Symbols
4 A. Sand & Gravel Soils
5 D = Dry
6 SD = Slightly Damp
7 DP = Damp ,
8 M = Moist _
9 VM = Very Moist
30 W = Wet
1
2 B. Clays & Silt Soils
3 BPL = Below the plastic limit
4 NPL = Near the plastic limit _
5 APL = Above the plastic limit _ _
6
7 _
8 NR = No Recovery .
9 _
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
18
H. LEE MYERS, INC.
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO._TP-1__ ELEV 2605______ .__ BORING DIA .. BACKHOE PIT X_. FIELD ENGR KP DATE4-1 1-86
PENETRATION
RESISTANCE
BLOWS FT n
Z� w
DESCRIPTION c v�Z
T. r- O
DEPTHFT C R/N n
1 Silty Sand, light brown; poorly graded; subangular to SM
��..2 subrounded; 12-25% non to low plastic fines; 5-20% gravel; 98 4.3
3 R 0-5% cobbles 102 7.7
4 Clayey Sand, reddish brown; poorly graded; subangular to SC
5 R subrounded; 15-30% low to medium plastic fines; 5-15% gravel; 103 8.6
6 cobbles •
7 Silty Sand, light brown; poorly graded; subangular to SM SD
8 subrounded; 12-25% non to low plastic fines; 5-20% gravel;
9 07n cobbles
10
1
2
3
4
5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 12' NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
H. LEE MYERS, INC. 19
SOIL LOG
JOB NO. 86-217
Approx. Topo
NOTP-2___ ELEV _2597____.____._._ BORING DIA BACKHOE PIT X _ _ FIELD ENGR KP DATE 4-1 1-86
PENETRATION
RESISTANCE u O
BLOWS FT 0 ~ w
a T D
DESCRIPTION o� o v Z
T �
DEPTH C RAN
o
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 108 2.8
3 R 5-10% cobbles; 0-5% boulders 97 2.1
4
5 R Silty Sand, light brown; poorly graded; subangular to SM 99 2.3
6 subrounded; 12-25% non to low plastic fines; 5-20% gravel;
7 0-5% cobbles
8 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
9 subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM
10 5-10% cobbles; 0-5% boulders
1
2
4
5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 12' NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND,OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
20
H. LEE MYERS, INC.
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO.TP-3 ELEV 2503__.______.—_. BORING DIA BACKHOE PIT X FIELD ENGR KP DATE 4-1 1-86
PENETRATION
RESISTANCE
BLOWS FT
a Z
w DESCRIPTION o cv v Z
✓r pO
DEPTHN R/ Q e y U
FT 1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 97 4.2
3 R 5-10% cobbles; 0-5% boulders 94 2.9
4
5 R Silty Sand, light brown; poorly graded; subangular to SM DP
6 subrounded; 12-25% non to low plastic fines; 5-20% gravel;
7 0-5% cobbles
mmilmi - 8 r.
9 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
10 _ subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM
1 5-10% cobbles; 0-5% boulders
2
3
4
- 5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: none FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
H. LEE MYERS, INC. 21
SOIL LOG
JOB Na 86-217
Approx. Topo
NO._TP-4__ ELEV _26_16 BORING DIA. _ ____ BACKHOE PIT X_._. .__ FIELD ENGR KP DATE 4-11-86
PENETRATION
RESISTANCE w ? >
BLOWS FT y f r
DESCRIPTION o u z
a n-
DEPTH NPTH R ua Q T U
1 Silty Sand, light brown; poorly graded; subangular to SM
_ 2 R subrounded; 12-25% non to low plastic fines; 5-20% gravel; 97 3.7
3 I0-5% cobbles 88 6.1
4 Clayey Sand, reddish brown; poorly graded; subangular to SC
5 subrounded; 15-30% low to medium plastic fines; 5-15% gravel;
6 -5% cobbles
7 Gravelly. Silty_Sand. light brown: 000rly graded: subanqular to SP SD
8 . subrounded; 5-17% non to low plastic fines: 5-20% gravel; SM
9 - S.. ••• - • 0- •. •• •-
10
2
3
4
- 5
6
7
8
9
20
1
2
3
4
5
6 Note: Backhoe refusal at 8' due to boulders
7
8
9
30
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 8' NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: none FOR DESIGN PURPOSES, AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
H. LEE MYERS, INC. 22
SOIL LOG
JOB Na 86-217
Approx. Topo
NO..TP-5._ ELEV 2609__ BORING DIA. . BACKHOE PIT X _ FIELD ENGR KP DATE 4-1 1-86
PENETRATION
RESISTANCE w w r
BLOWS FT } c f w .
H
DESCRIPTION o' L.I.J Z
DEPTH C R/ a a v
N
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 96 5.2
3 R 5-10% cobbles; 0-5% boulders , 96 1.6
_-__
4
5
6 R Silty Sand, light brown; poorly graded; subangular to SM 100 1./
7 subrounded; 12-25% non to low plastic fines; 5-20% gravel; _
8 I 0-5% cles _ •
9 Gravelly, Silty Sand. light brown; poorly graded: subangular to SP SD
10 subrounded: 5-12% non to low plastic fines: 5-20% gravel; SM
5-10% cobbles: 0-5% boulders
2
3
4
- 5
6
7
8
9
20 Note: stopped excavation at 10' due to caving
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
23
H. LEE MYERS, INC.
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO TP-6. ELEV. _2615 _ BORING DIA. ._ BACKHOE PIT _ X FIELD ENGR KP DATE 4-1 1-86
PENETRATION Z '
RESISTANCE w
BLOWS FT f
~ Q Z� Dw
DESCRIPTION 07. � �z
DEPTH
"—
FT C /N
1 Silty Sand, light brown; poorly graded; subangular to SM
2 subrounded; 12-25% non to low plastic fines; 5-20% gravel; 96 3.8
3 0-5% cobbles 96 2.9
4
5 R
6 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
7 subrounded; 5-12% non to low plastic fines: 5-20% gravel: SM _
8 5-10% cobbles: 0-5% boulders
9
10
2
3
4
- 5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
2
3
4
5
6
7
8
9 40 s
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 12' NOTE:THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
H. LEE MYERS, INC. 2 4
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO..._TP-7 ELEV 261. _ BORING DIA. _ ._ BACKHOE PIT _. X . FIELD ENGR KP DATE 4-1 1-86
PENETRATION
Z }
RESISTANCE w p
BLOWS FT f w
_ t Z LL D w
DESCRIPTION o' c z
O
DEPTH R/ Q Cr_ z L+
FT C N
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM
3 K 5-10% cobbles; 0-5% boulders DP
4 ilty Sand, light brown; poorly graded; subangular to SM
5 R subrounded; 12-25% non to low plastic fines; 5-20% gravel;
6 0-5% cobbles
7
8 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
9 subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM
10 5-10% cobbles; 0-5% boulders
1
2
3
4
• 5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 12' NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES.
Copyright ( c) 1986
H. LEE MYERS, INC. 25
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO_TP..-8. ELEV 26.1.6_._______.___. BORING DIA BACKHOE PIT .X FIELD ENGR KP DATE 4-1 1-86
PENETRATION
RESISTANCE Z >
O
BLOWS FT y r -
Z
DESCRIPTION oL) Z
DEPTH R/ Q < T
FT C N
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 99 1.3
IN•wr3 5-10% cobbles; 0-5% boulders 101 2.6
4 Silty Sand, light brown; poorly graded; subangular to SM
5 R subrounded; 12-25% non to low plastic fines; 5-20% gravel; 100 1.5
6 0-5% cobbles
_ s
7 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP SD
8 subrounded• 5- 5-20% gravel; SM
9 5-101 c:ohhles; 0-5% houlders
10
1
2 I....
3
4
- 5
6
7
8
9
20
1
2
3
4 -- ,
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND/OR TIMES THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES.
Copyright ( c) 1986
26
H. LEE MYERS, INC.
SOIL LOG
JOB NO. 86-217
Approx. Topo
NO. TP-9__ ELEV __2628 BORING DIA _._. ._. BACKHOE PIT X ._._..._____.__.__ FIELD ENGR KP DATE 4-11-86
PENETRATION
RESISTANCE w p
BLOWS FT C
ZLL W
DESCRIPTION oLL oa (Z
r
DEPTH Ri Q c ^ z
FT C N s
v
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 99 2.2
3 H' 5-10% cobbles; 0-5% boulders 1 98 5.0
4 Silty Sand, light brown; poorly graded; subangular to SM SD
5 ^R subrounded; 12-25% non to low plastic fines; 5-20% gravel;
6 0-5% cobbles; 0-5% boulders
7
8
•
i 10
1
2
41
• 5
6
7
8
9
20 Note: Backhoe refusal at 10' due to boulders
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8
9
40
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 1 NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
none CONDITIONS AT OTHER LOCATIONS AND OR TIMES.THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES.
Copyright ( c) 1986
H. LEE MYERS, INC. 27
SOIL LOG
JOB NO. 86-217
Approx. Topo
No TP-10 ELEV: 2637 BORING DIA . BACKHOE PIT X . FIELD ENGR KP DATE 4-1 1-86
PENETRATION I Z
RESISTANCE � w
BLOWS FT
n 5Z
ZU w
DESCRIPTION o_-' o� ^Z
DEPTH
FT C RAN
1 Gravelly, Silty Sand, light brown; poorly graded; subangular to SP
2 R subrounded; 5-12% non to low plastic fines; 5-20% gravel; SM 92 3.2
3 R 5-10% cobbles; 0-5% boulders
4 _ Silty Sand, light brown; poorly graded; subanqular to SM
5 R subrounded; 12-25% non to low plastic fines; 5-20% gravel; — 97 5.0
6 0-5% cobbles
7
8
9
10
1
2
3
4
- 5
6
7
8
9
20
1
2
3
4
5
6
7
8
9
30
1
2
3
4
5
6
7
8 _
9
40 •
Notes: Stratum lines shown are approximate only.
Transition between strata may be gradual.
Stopped exploration at: 1 NOTE THE DATA PRESENTED ON THIS LOG REPRESENTS SUBSURFACE CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE TIME DESIGNATED IT MAY NOT REPRESENT
CONDITIONS AT OTHER LOCATIONS AND/OR TIMES.THIS DATA WAS COMPILED PRIMARILY
Ground water encountered: none FOR DESIGN PURPOSES. AND SHOULD NOT BE CONSTRUED AS PART OF THE PLANS
GOVERNING CONSTRUCTION OR AS DEFINING CONSTRUCTION TECHNIQUES
Copyright ( c) 1986
H. LEE MYERS, INC. 28
LEGEND
SOIL CLASSIFICATION ASTM: D2487
COARSE-GRAINED SOIL FINE-GRAINED SOIL
MORE THAN 50% LARGER THAN 200 SIEVE SIZE MORE THAN 50%SMALLER THAN 200 SIEVE SIZE
oo\ ��0� DESCRIPTION MAJOR .00' �,g,t MAJOR
.5A ve DIVISIONS aid �g DESCRIPTION DIVISIONS
c'A' GW WELL-GRADED GRAVELS OR GRAVEL-SAND ML INORGANIC SILTS AND VERY FINE SANDS,
;0•.'k?' MIXTURES.LESS THAN 5%-200 FINES GRAVELS ROCK FLOUR.SILTY OR CLAYEY FINE SILTS
GP POORLY-GRADED GRAVELS OR GRAVEL-SAND More than half SANDS OR CLAYEY SILTS WITH SLIGHT
.f�•�'.� I PLASTICITY AND
MIXTURES.LESS THAN 5%-200 FINES
of coarse fraction
CL INORGANIC CLAYS OF LOW TO MEDIUM CLAYS
GM SILTY GRAVELS GRAVEL-SAND-SILT is larger than / PLASTICITY.GRAVELLY CLAYS.SANDY Liquid limit
MIXTURES.MORE THAN 12%-200 FINES . No.4 / CLAYS SILTY CLAYS.LEAN CLAYS less than 50
GC CLAYEY GRAVELS.GRAVEL-SAND-CLAY Sieve size. I 1 1 I OL ORGANIC SILTS AND ORGANIC SILT-CLAYS
MIXTURES.MORE THAN 12%-200 FINES I 1 I OF LOW PLASTICITY
OQ�OO SW WELL-GRADED SANDS OR GRAVELLY SANDS, MH INORGANIC SILTS,MICACEOUS OR
LESS THAN 5%-200 FINES SANDS DIATOMACEOUS,FINE SANDY OR SILTY • SILTS
SP POORLY-GRADED SANDS OR GRAVELLY SANDS. More than half SOILS.ELASTIC SILTS
> AND
LESS THAN 5%-200 FINES of coarse fraction CH INORGANIC CLAYS OF HIGH PLASTICITY. CLAYS
SM SILTY SANDS.SAND-SILT MIXTURES is smaller than
1
MORE THAN 12%-200 FINES No 4 �/i /�, FAT CLAYS
OH ORGANIC OF MEDIUM TO HIGH greater than 50
SC CLAYEY SANDS SAND-CLAY MIXTURES sieve size. 'v l!!!•` PLASTICI ORGANIC SILTS
MORE THAN 12%-200 FINES PT PEAT AND OTHER HIGHLY ORGANIC SOILS Liquid limit
log denotes visual approximation unless accompanied by mechanical analysis and Atterberg limits.
GRAIN SIZES
U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS_
200 50 16 4 ;." 3" 6"
SILTS &CLAYS DISTIN- SAND GRAVEL
GUISHED ON BASIS OF COBBLES BOULDERS
PLASTICITY FINE MEDIUM COARSE FINE COARSE
MOISTURE CONDITION ( INCREASING MOISTURE ) )
DRY SLIGHTLY DAMP DAMP MOIST VERY MOIST WET (SATURATED)
(PL) (LL)
DEFINITIONS
Penetration Resistance — Blows per foot using 'A' rod and 140 lb. hammer with 30 inch free fall unless otherwise noted.
N Standard Penetration Resistance (ASTM:D1586), 2.0 inch O.D. split barrel sampler.
C Continuous Penetration Resistance, 2.0 inch O.D. Bull Nose.
R Penetration Resistance, 2.42 inch I.D. Ring Sampler
Sample Type
R - Ring T- Shelby Tube S- Standard Split Barrel B - Block
G - Grab C - Cutting V- Vertical Face Cut
CONSISTENCY RELATIVE DENSITY
1 CLAYS& SILTS BLOWS/FOOT' STRENGTH* SANDS &GRAVELS BLOWS/FOOT'
VERY SOFT 0-2 0-'/.
SOFT 2-4 y,_ VERY LOOSE 0-4
FIRM 4-8 1/2-1LOOSE 4-10
STIFF 8-16 1-2 MEDIUM DENSE 10-30
VERY STIFF 16-32 2-4 DENSE 30 50
HARD OVER 32 OVER 4 VERY DENSE OVER 50
•Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0 D. (1-N inch I.D.)split spoon(ASTM D-1588).
$Unconfined compressive strength in tons/sq.ft.Read from a pocket penetrometer
Copyright ( c) 1986
H. LEE MYERS, INC .
Job No . 86-217 29
•
i.
-t :. / ,.' '
\\// //f �' �. • '�~ _ --� } ;�t
,•..•.!• . . . .. , .. s ,... - •259,5.4 • ,24 7.,:,
f.s' :' ,
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' ~ \ -- /� • i \• \��• \�` /r' 11 /'!. �'�'
//'
__2efr_:___:_____._.__ ,.„Af 7.
-;________ ___,..-:-- iif/Y6 6et • a i/.9,•,‘ ••, ,''.• - _:
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•
- -..,. - .. if., \ ::: -.. "...,.,"..ail:_',,f-,:....,,.-\.:2‘\,,,s,,,\,:,\,,\\,,,,k,,,'.''',.
. . . •.:%/74k ,,/ . 4P:ref, 0• 10:.,
0 t.tpt\\A , .r. ,-,4 11672... .• .‘,,,,:,....... :...i...z_.,,,....,... ..," AmmikkHAiii: . . .. -.. ...711. .:., ..: .. ,,.: ,..?..;,....,,-...:.%.,..7::::::"..2.:7-.. _____-...•...i:._,--.,..:27....f......•:,...........:...:_.-z7:.:1-:i.... .,:T.t7,.:,:s:; .',•\:,\.\.: '.,;:-‘;':.\;\,\.\\,\,\\\.\\,. \...\\,.... . :::4..11..
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it--ft- +ItVit#4..2 141" . , . ' ' . \\ - •
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wet 8
27 N • • c. ) 4 \=1
,_. • .,,. ae,
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,� ,( A roTil IN.. .\\ \ . I I 1 / ` / 2627 /p>1 � .264.9/ \ . ��. 3'�0. 0
\ _' \\ \\N< (
\, / 26 ` 01' . �, / Z �_ 1. /2632.@
• ` aim\ ,\ / "r• �:�4. (0!J , 2�04.� \�M \ \ \_ rf ��26 t14,ip ,,/y:Zp� 2630. 30 • .
s .�
f
,' t�, \\ 1I� �d'' / \ j oe.s j ,�,, \ tiP /. /4"/ .\ 3 2 • i\g..:- ' , )0,,um....' ,
i /'�r' fie •t 31 1 .
Itt .\\:-.,-,--- _ _ r . '
Noi /.. CIA.04.??,./ ' ‘1‘. - ,
r' - \ .ciallt:\Ire,P• 0 k;. ''\ ...--4,7 :•.
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, -7 \
\ o_1 tf.5 1 ft...- ' '•-•"/./ / /', A
.* illa"i ' ...t----.,. ,d .e.._ ,4,,
,_, ,,, , /4,
At.c
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_4. �.• 44 03 i ' '; Revised 12/10/92
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