HomeMy WebLinkAboutCT 80-38; Palomar Oaks Business Park Buildings 1-8; Soils Report; 1987-09-21PRELIMINARY GFamHNICALGRADINGPLAN
REmw & ~?BX~MENDATIONS~N
PRO-ED INDUSTRIAL DEVEI.0W EUILDINGS l-8, C.T. 80-38, P.U.D. ND. 22 PALmAR0AKSmmEssPARK CARLSBAD, CA
ENGlMtlNG DEPT. LIBRARY
City Of h&bad 2075 Las Palmas Drive
CadSbad CA %'009-4859
CONDUCTED FDR:
~~DI.wNs.~~ PARTNERSHIP 4223 KNDERQSA AVENUE SUITS A SAN DIMX), CA 92123
w.0. 4422 September 21,1987
ACHON
GEOTECHNllXL CONSULTANTS INC.
Septe&sr 21, 1987 m W.O. 4422
Madison Sguare Partnership
4223 Poriderosa Avenue Suite A San Diego, CA 92123
Attention: Mr.r4a?ctinFry
Subject: PreliminaryGeotechnical Grading Plan Reviewand PecuasmdationsonProposed 1ndustrialDeve1qxnsnt mildings l-8, C.T. 80-38 P.U.D. No. 22, Palmer Oaks wlsiness Park Carlsbad, CA
RE: 1. ACTION GKS!XHWIC!ALCOWSULTAWIS, INC., PreliminaryGeotechnical
Engineering Investigation for Industrial Developsent, Eaton-
Leonard l%ilding, Lots 12-17, palm Oaks Eusiness Park,
Carl&ad, California.
2. Grading Plan for Proposed Buildings 1 through 0. C.T. 80-38,
P.U.D. No. 22, prepared by Henry Worley Associates, Inc., revised
August 19, 1987.
'Gentlemen:
In accordance with your instructions and the outccnrs of discussions in our
conference on Tuesday, September 15, 1987, we offer the following:
It is our understanding that the proposed developnsnt will consist of
tilt-up concrete construction over slab on grade. The structural loads
are not known at this tine, butforthepurpose of this report, they are
assunad to bs seventy (70) kips for calm loads and three (3) kips per
lineal foot for wall loads.
1421 North Hundlev St.. Anaheim. CA 92806 (714) 630-9334
MADISONSWARJX PAFSWSRSHIP -2- W.O. 4422
SCOPE
The scope of this report is based on planning information provided us,
review of the currently envisioned site development, the geotechnical
information contained in the above referenced report, geotechnical
evaluation and preparation of this report.
No additional field and laboratory work was performed for this report.
SITS CBJDITICN.5
The subject site consists of six (6) rough graded vacant lots which
cmprise the Western portion of the Palonsr Oaks Development. Msmede
alterations to the natural topography consist principally of cuts along
the South wall of the East-West trending Canyon De Las Encinas the soil
fran which was used to fill along its floor. Existingvegetation consists
of heavy chappsral along the Southern flanks of the canyon face.
Professional landscaping was employed to protect cut slopes and graded
pa&*
Site topography is characterized by an East-West trending canyon and
alluviated drainags courses descending from the South. Natural slope
surfaces vary to as steep as 1:l (over local areas), with more gentle
slope surfaces occurring near the ridge tops. Total relief within the
property is on the order of one hundred and fifty (150.0') feet to tbres
hundred and forty (340.0') feet above sea level.
Site configuration is also depicted on the accmpanying site plan.
Due- to discrepancies between the present and fonnsd topographic maps, ws
suggesttopqraphybs checked.
EXtTHMATSRIAIS
Earth mterials consist primarily of alluvi~colluvi~ topsoil,
artificial fill and bedrock.
Alluvi~colluvi~ consists of dark brown silty sands and silty clays.
Topsoils consist of dark to light brawn silty sands derived fmn
weatheringofthe underlying bedrock.
.--I-., T.rs-..-r#-l ..,.,-.A, PALlPl IITALITC llr,P
MADISONSQUARE PAPTNSPSHIP -3- W.O. 4422
GEDLCGIC SETPING
The project area is underlain by the Socene De1 War Formation (Tdts).
This unit is manteled by alluvia, fill, topsoil and terrace deposits.
The sedimantary bedrock materials observed on-site are generally gray-
white, cross-bedded to massive sandstone. Aseguence of interbedded
rusty-gray sandstone and green-gray marine siltstone-claystone occur
within the site. Regional dip is approxirrately five (5") degrees to ten
(10') degrees to the Worth. Localized folding as well as cross-bedding
has resulted in local variations which could affect cut slope stability in
sum cases.
An ancient landslide ccaplex is present within the property. The
approximate extent of these slides are outlined on ths attached
geotechnical xkap.
There are two (2) prevailing joint patterns: North by North-West and East-
West which may play a role in the stability of North-West facing cut
slopes.
Capping the De1 War Formation at the higher elevations (300f) is the
Quantemary Linda Vista Formation (QLvc) which consists of brownish to red
sandand gravel terrace deposit.
Alluvia (QAL) is present on ths site in minor aunts within the lessor
North-South alluviated drainage courses and consist of dsrk brown silty
clayey sands and silty clays.
Fill (Af) on the site ranges in thickness to twenty-seven (27.0') feet and
was placed in 1982-1983 under the observation of ACIICN ENGINEERIffi
:CONSULTAW!?S, INC., Anaheim, California.
The fill materials are derived frcan on-site borrow areas consisting of
alluvium and De1 War Formation.
Ground water was not observed during the exploration, however, minor seeps
were encountered along clay searm within the ancient slide.
Soil materials are further described on the attached Test Pit Logs.
CCWCLUSICNS ANU PECCMENDATICNS
Uevelopnrsnt of the site as proposed is considered feasible fran a soils
engineering standpoint provided that the recamendations stated herein are
.n.n., ,-n-T\T.-PI l.llPAl PT\*,cm oIT**n-c Iklr-
-4- W.O. 4422
incorporatedinthe design andare inpleamted in the field.
GRAUING REXWENDATIONS
All existing vegetation shall bs stripped and hauled fran the site in
accordance with the attached "Specifications for Grading'.
Existing fills, alluvia andweatheredbedrock materials are readily
excavatable with conventional earth wing eguipnent. H-V
realatively unweathered bsdrock units my require ripping.
Overexcavation and reccepaction beneath the proposed buildings will be
required.
-- Scm of the proposed buildings straddle an existing cut/fill
line.
-- For the buildings which are to rest partially on fill and
partially on cut, either:
a. Overexcavated seven (7.0') feet and reccmpact the
foundation areas which lie in cut. Excavation should
extend a minimm lateral distance Of five (5.0') feet
measured from the outside edge of footings.
b. Use belled caissons and gradebeam to support the
portion lying over fill. A safe bearing value of 2,000
psf. my be used in design.
-- The upper two (2.0') feet of the existing fills will require
reprocessing.
The stability of the existing cuts in part of Lots 13, 14 and 15 do not
possess the minti required safety factor of 1.50. In ordertoprovide
an adequate factor of safety in the cut slopes a shear key aud buttress is
recamended. The specifications for the buttress/shear key are provided
in Plate , cross-section A-A' and Geologic Map contained in Appendix B.
Cuts as proposed will range in height from thirty (30.0') to forty (40.0')
feet. Buttress key widths and depth have been calculated for these slopes
APIIC.., PrT\Tl-PII.llPA, PA*ICI IITA*ITC IkIn-
MADISONSQJAFE PARTNERSHIP -5- W.O. 4422
and shall be forty (40) and five (5) respectively.
-S SUPDRAINS
Subdrain systems should be installed at the rear of all buttress and
stabilisation fills as shown on Plates A and B, Appendix C.
STABILITY OF MKCUTS
Cwing to the in&rent weakness of slide/materials along slipplaues, it is
possible that during construction of buttresses or shear keys, failures
may occur within the excavated temporary backcuts. Ifthiscccurs, the
slide materials will have to be removed and replaced with ccapacted fills.
It my also bs necessary to construct sm of the largsr buttress in
sections or to lay back cuts at a shallower angle.
All grading snd/or foundation plans shall be reviewed by ths Soil
Engineer.
The proposed structures shall be supported by continuous only spread
footings placed a minimm depth of twenty-four (24.0") inches below lowest
adjacent finish grade utilizing a recamended safe bearing value of 2,000
pounds per square foot. This value is for deadplus live load andmaybe
increased by l/3 for total including seismic and wind loads whsre allowed
by code. Increases in bearing capacity for increases in footing
dimnsions are tabulated below:
Ta.?.
Mill- Minimum Bearing Increase oepth Width Value W&mm Depth Width (inches) (inches) (Pf) (psf/ft)(psf/ft)
Continuous 24 12 2,000 333 500 3,000
Prior to placement of any concrete or steel, the bottomof footings shall
be observed and approved by the Soil Engineer.
KKPANSIVS SOILS
Results of expansion tests indicate that the near surface soils have a
low to high expansion potential. The high ret-ndations on the
MADISCNS~ARE PARlWSRSHIP -6- W.O. 4422
acccspauying Expansive Soil Rewmnsndations, Plate C, should be considered
in design of foundations and slabs. Final design should be based on
expansion tests at the cmpletion of grading.
The rmximm anticipated post-construction settlement is estimated to be on
the order of l/2". Differential settlements are expected to be less than
l/4". measured between adjacent structural elements.
SIJESIDENCS ANDSHRINKAGS
Subsidence over the site is anticipated to be on ths order of 0.1 feet.
shrinkage of reworked materials shouldbe in the range of five (5%)
percent.
LATERAL DESIGN
Lateral restraint at the base of footings and on slabs may be assmad to
be the product of the dead load and a coefficient of friction of 0.35.
Passive pressure on the faceof footingsmayalsobe used to resist
lateral forces. A passive pressure of zero (0) at the surface of finished
grade. increasing at the rate of 300 pounds per square foot of depth to a
mxinim value of 3,000 pounds per square foot may be used for natural soil
and catpacted fill at this site. If passive pressure and friction are
cmbined when evaluating the lateral resistance, the value of the passive
pressure should be limited to 2/3 of the values given above.
FImR SLAPS
Slabs on grade should be designed according to recamendations for high
expansive conditions, as shown on Plate C. Care shouldbe exercised to
ensure that reinforcement is placed in the center of the slab.
The soil should be kept moist prior to casting the slab. However, if the
soils at grade becans disturbed during construction, they should be
brought to one hundred and twenty (120%) percent over optimm moisture
content and be rolled to a fim, unyielding condition prior to placing
concrete.
In areas where a moisture sensitive floor covering will be used, a vapor
APTBALI PrATrPl I.IIPAl c-T\klCl rITA*ITc l\lP
MADISON SpUAF!E PAFdWEPSHIP -7- W.O. 4422
barrier consisting of a plastic film (6 mil polyvinyl chloride or
equivalent) slmuld be used. The vapor barrier shouldbe properly lapped
and sealed. Since the vapor barrierwillpreventmisture fran draining
fran fresh concrete, a better concrete finish cau usually be obtained if
at least two (2.0") inches of sand is spread over the vapor barrier prior
to placement of concrete.
UIILITY LINE mxPILLS
It is ret-nded that backfills placed belaw and within five (5.0') feet
of buildings and below asphalt concrete pavems nt and portlaud -nt
concrete flatwork be compacted to at least ninety (90%) percent of maximsa
density. Backfills placed in other areas to bs landscaped need only to be
cmpacted to eighty-five (85%) percent of maximm density. All backfills
require testing at two (2.0') foot vertical intervals during placement.
ENGINEERING CcNsuLTATIONS, TESTING AND INSPECTICN
We will be pleased to provide additional input with respect to foundation
design once mthods of construction and/or nature of inported soil has
been determined.
Grading and foundation plans should be reviewed by this office prior to
c-ncement of grading so that appropriate reccmaandations, if needed,
can be made.
Areas to receive fill should be inspected when unsuitable materials have
been r moved and prior to placement of fill, and fill should be tested for
:-action as it is placed.
GENEBAL INFDFMATION
This report presents re cumendations pertaining to the subject site based
on the assmption that the subsurface conditions do not deviate
appreciably from those disclosed by our exploratory excavations. Our
recannendations are based on the technical information gathered, our
understanding of the proposed construction, andourexperience in the
geotechuical field. We do not guarantee the psrfonaauce of the project,
only that our engineering work and judgesnts mset the standard of care of
oux profession at this time.
APTlA., PrATrPl l.llPAl ,-rs*,c, ImTA*ITE IklP
MADISONSQUARE PAFCIT-ERSHIP -a- W.O. 4422
In view of the general conditions in the area, the possibility of
different local soil conditions cannot be discounted. ?+ny deviations or
unexpected conditions observed during construction should be brought to
the attention of the Geotechuical Engineer. In this way, any required
supplemental recmma ndations can be made with a minimm of delay to ths
project.
If the proposed construction will differ fran our present understanding of
the project, the existing information and possibly new factors may have to
be evaluated. Any design changes andtha finished plans should be
reviewed by tha Ceotechnical Consultant. Of particular importance would
be extending developnentto new areas, changes in structural loading
conditions, postpon& development formrathauayear, orchaugss in
ownership.
This report is issued with the understanding that it is the responsibility
of the owner, or of his representative, to ensure that the infomtion and
recmmendations contained hare are called to the attention of the
Architects and Engineers for the project and incorporated into the plans
and that the necessary steps are taken to see that the Contractors and
Subcontractors carry out such recmsendations in the field.
This report is subject to review by thecontrolling authorities for this
project.
We appreciate this opportunity to be of service to you.
zRespectfully sulmitted:
ACTION~~CAL CONSULTAWS, INC. &/f&j-j&L&
STAFF GEOICGIST ~
.--...-.I ~r,-...-r~.m.Imr.l ~-.IPIIII..rrP 1LIP
MpANSIVBSoIL RXCMEWMTIONS
W.O. 4422 PLATE c
rze===____---- --------==I=========
ExPAWSIoWIWDEx
Fwr1ffiw1Lm 1 story 2 story
EXTERIORFWl'IWGBEPTH 1 story 2 story -------------------------
IWI'BRIOR FDYl'IWG BEPlM 1 story 2 story
m1NGRE1mRCmEm
sLABnmxNESS _________-___--_----_____
SLABREImmCmEMr
- rm1sluRE BARRIER (2)
-------------------------
aRisE REnIFtmzm
GRABEBEAM-GARAGE
SUBGRADE r
PRESATURATIOW
============11=3
VERYLUi 0 - 20
-=mY OfReport
-MY OfReport
12" 12"
Not Required
4" Nc3nina.l ----------------
Not Requind
6Mil Visgueen 2" Saud ----------------
Not Required l/4 Slab (3)
Not Required
Plot Required
Not Required
==t=======IIPII======-==-----=--==
Lm MELXUM 21- 50 51 - 90 ==z============= =====551==55====1
12" 12" 12" 12" ---------------- -----------------
12" 18" 18" 18" ---------------- ------------e-v--
12" 12" 12" 18" ---____---_----- -----------------
2#4Bars 2#5Bars 1 Tap 1Top 1Bottan 1Bottan ---------------- --------------me-
4" Nominal 4" lkminal ---__----------- ----------------_
6" x 6" 6" x 6" #lO/#lO #6/#6 ---__-^--------- -----------------
6 Mil 6Mil Visgueen VhqUean 2" sand 2" sand ---------------- -----------------
6" x 6" Free Floating #lo/#10 or 6" x 6" l/4 Slab (3) #lO/#lO ---------------- ------------em---
Not Required Sams as Mj. Ext. Ftg. ---------------- -----------------
Not Required 4"Coarse
sand (4) ---____--------- _____-^---_______
Above opt. to 110% of opt. Bepth of Ftg. M/C to Depth (No Testing) Ftg.
mIa.IPIPIDP=P==II
HIQl 91 - 130 ---- I=5PP========----
12" 12" -----------------
24" 24" ____-_-----------
4#4Bars
2-P 2 Bottan -----------------
4" Actual __________-_-_---
#3 Bars on 18" Canter BothWays -----------------
6Mil Visqueen 2" sand -________________
Free Floating 6" x 6"
X6/16
-----------------
Sam as Mj. Ext. Ftg. -----------------
4" Coarse
sand (4) -----------------
120% of opt. M/C to Depth m7. -----------------------------------------------------------------------------------------------
_ NOTE:
1. Ths surrounding sreas slmuldbs gradedso astoeusuredrainags away fran the building.
2. Concrete floor slab in areas to bs covered with moisture sensitive coverings shall be constructed over a 6 mil plastic membrane. Ths plastic should bs properly lapped, sealed and protected with sand.
3. Quartering of slab should be accceplished by the use of pre-mlded expansion joint material and hot by saw cutting.
4. ~ch(~;~nches of sand over moisture barrier my be included in this four (4")
SPECIFICATIONS FOR GRADING
SITE CLEARING
All existing vegetation shall be stripped and hauled from the
site.
PREPARATION
After the foundation for the fill has been cleared, plowed or
scarified, it shall be disced or bladed until it is uniform and
free from large clods, brought to a proper moisture content and
compacted to not less than ninety (90%) percent of the maximum
dry density in accordance with ASTMxD-1557-70 (5 layers - 25
blows per layer; 10 lb. hammer dropped 18": 4" diameter mold).
MATERIALS
On-site materials may be used for fill, or fill materials shall
consist of materials approved by the Soils Engineer and may be
obtained from the excavation of banks, borrow pits or any other
approved source. The materials used should be free of vegetable
matter and other deleterious substances and shall not contain
rocks or lumps greater than eight (8") inches in maximum
dimension.
PLACING, SPREADING AND COMPACTING FILL MATERIALS
Where natural slopes exceed five (5) horizontal to one (1)
vertical, the exposed bedrock shall be benched prior to placing
fill.
The selected fill material shall be placed in layers which, when
compacted, shall not exceed six (6") inches in thickness. Each
layer shall be spread evenly and shall be thoroughly mixed during
the spreading to ensure uniformity of material and moisture of
each layer.
Where moisture of the fill material is below the limits specified
by the Soils Engineer, water shall be added until the moisture
SPECIFICATIONS FOR GRADING
PAGE 2
content is as required to ensure thorough bonding and thorough
compaction.
Where the moisture content of the fill material is above the
limits specified by the Soils Engineer, the fill materials shall
be aerated by blading or other satisfactory methods unit1 the
moisture content is as specified.
After each layer has been placed, mixed and spread evenly, it
shall be thoroughly compacted to not less than ninety (90%)
percent of the maximum dry density in accorcdance with ASTMID-
1557-70 (5 layers - 25 blows per layer; 10 lb. hammer dropped 18"
inches: 4" diameter meld) or other density tests which will
attain equivalent results.
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic
tire roller or other types of acceptable rollers. Rollers shall
be of such design that they will be able to compact the fill to
the specified density. Rolling shall be accomplished while the
fill material is at the specified moisture content. Rolling of
each layer shall be continuous over the entire area and the
roller shall make sufficient trips to ensure that the desired
density has been obtained. The final surface of the lot areas to
receive slabs on grade should be rolled to a dense, smooth
surface.
The outside of all fill slopes shall be compacted by means of
sheepsfoot rollers or other suitable equipment. Compaction
operations shall be continued until the outer nine (9") inches of
the slope is at least ninety (90%) percent compacted. Compacting
of the slopes may be progressively in increments of three (3')
feet to five (5') feet of fill height as the fill is brought to
grade, or after the fill is brought to its total height.
Field density tests shall be made by the Soils Engineer of the
compaction of each layer of fill. Density tests shall be made at
intervals not to exceed two (2') feet of fill height provided all
layers are tested. Where the sheepsfoot rollers are used, the
soil may be disturbed to a depth of several inches and density
SPECIFICATIONS FOR GRADING
PAGE 3
readings shall be taken in the compacted material below the
disturbed surface. When these readings indicate that the density
of any layer of fill or portion there is below the required
ninety (90%) percent density, the particular layer or portion
shall be reworked until the required density has been obtained.
The grading specifications should be a part of the project
specifications.
The Soil Engineer shall review the grading plan prior to grading.
INSPECTION
The Soil Engineer shall provide continuous supervision of the
site clearing and grading operation so that he can verify the
grading was done in accordance with the accepted plans and
specifications.
SEASONAL LIMITATIONS
No fill material shall be placed, spread or rolled during
unfavorable weather conditions. When work is interruped by heavy
rains, fill operations shall not be resumed until the field tests
by the Soils Engineer indicate the moisture content and density
of the fill are as previously specified.
EXPANSIVE SOIL CONDITIONS
Whenever expansive soil conditions are encountered, the moisture
content of the fill or recompacted soil shall be as recommended
in the expansive soil recommendations included herewith.
MAXSONSQUAR!ZPARlNERSHIP
APPENDIXA
W.O. 4422
This appendix contains laboratory data previously presented in tk above
referenced report, copies of Test Pits and Geologic Map showing the
current project configuration.
APTlALI rl-T\TrPI ,.IIPAI n-T\*,cm IIT**n-c lklr-
BIRTCHER CONSTRUCTION Appendix A, Page 3
W.O. 442201
TEST RESULTS
Expansion
Test Pit Depth in Expansion No. Feet Index
5 3 59
5 5 103
2 3 73
2 14 46
Maximum Density Optimum Moisture (ASTM:D-1557-70)
Expansion Potential
Medium
High
Medium
Low
Soil
rY.E
I
II
III
IV
V
VI
'VII
VIII
IX
X
XI
XII
Optimum Classification Moisture %
SAND, fine-medium, 11.5 silty, slightly clayey, BROWN
SANDSTONE, weathered, WHITE/YELLOW
SAND, fine to medium, clayey, BROWN
CLAY, sandy, BLACK & WHITE
SAND, fine to medium, silty, clayey, BROWN. & WHITE
SAND, silty, clayey
SAND, fine to medium silty, clayey, GREY/BROWN
SILT, sandy, clayey BROWN/GREY
SILT, sandy, GREY/WHITE/GREEN
SAND, fine to mdeium, BROWN
SILT, sandy, GREY/ WHITE/GREEN
SILT, sandy, GREEN/ WHITE
10.0 104.0
11.5 117.1
18.5 111.8
10.5 121.2,
12.3 114.9 :
110.0 132.5
26.0 92.5
14.0
12.0
12.0
17.0
115.0
120.3
119.0
113.5
Max. Dry Density Lbs./Cu. Ft.
121.2
. ^_.^. . ^.--.-r-m *. I.-. I en..“. 11-F. .l-.-r *LIP
BIRTCHER CONSTRUCTION Appendix, Page 4
W-0. 442201
Direct Shear
Test Pit Depth in Cohesion Angle of Internal
No. Feet Lbs./Sq. Ft. Friction (Deqrees)
6 3 320 32
2 14 100 18
3 4 200 22,
5 3 30 400
5 5 29 360
Teswts From H.v.L. Report, Northside of Palomar
Samples Remolded to Densities Equal to 90% of Maximum density at Moisture Contents Equal to 100% Saturation (Based on S.G. s 2.65)
Sample 0, c, psf Dry Density
(2) 30 650 102
(2) 20 1500 98
(2) 0 1600 102
(3) 20 300 109
(1) 26 250 105
(2) 5 1200 96
(3) 20 1100 103
(3) 20 400 105
(2) 22 750 .95
NOTE : (1) Indicates sandstone or sandstone derivative
(2) Indicates siltstone or siltstone derivative
(3) Indicates Alluvium
Direct Shear Test Results
Samples Tested at Field Moisture Contents
Soil Type 0, psf c,
1 32 2000
2 24 3000
1 32 1000
3 45 1500
2 40 1400
2 40 300
1 45 1000
3 30 900
Dry Density, pcf
114
102
119
111
109
106
112
100
A-IA., PrnTb-Pl I.IIPAI PT\.l.-l llTA.tTr *.I,--
TEST PIT LOGS I
PROJECT: EATON LEONARD EQUIPMENT: Track-Backhoe
w,o,: 442201 LOGQED BY: RA DATE: 6/6/a5
DESCRIPTION OF MATERIALS
-
:
8
-
TEST PIT NO.: 1 N15W ELEVATION: 2 0 6
Brown silty sand, dry
(Topsoil)
Mottled, Brown, Beige, Orange silty sand with sandstone fragments, damp-moist
Soft 6'-8'
Brown, medium, sand, clayey moist
(Graben fill)
Buff - White, fine sand, mottled porous, soft, moist
(Gouge)
TEST PIT NO.: ELEVATION: I
.--.-.. ------ . . . . . ^.. ^-..^...-...v^ . ..- ML1
‘.:
TEST PIT LOGS
PR~ECT: EATON LEONARD EQUIPMENT: Track-Backhoe
W.O.: 442201 LOGGED BY: RA DATE: 6/6/05
i2
E DESCRIPTION OF MATERIALS
I TEST PIT NO.: 2 N-S ELEVATION: 17 5 I
2
~
8
FILL Brown, mottled, clayey sand with small sandstone fragments
Chocolate Brown, clayey sand
INbCIE-43N)
I TEST PIT NO.: ELEVATION: 1
1:
13
:
5
I
Bedrock: Sandstone Tan-Beige, Fractured dialated, jointed
Joint: N72E-68W EW-88s
Green-Gray claystone, shale and Beige sandstone Poorly bedded (S80E-23N)
16; 1" Gray clay (EW-4ON)
E.O.B. @ 19'
.--.-.. ------ . . . . . ^.. ^-..I...-..*-^ . ..a
,I
TEST PIT LOGS
EATON LEONARD .' EQUIPMENT: Track-Backhoe
LOGGED By: RA DATE: 6/6/05
4
I
!t x s DESCRIPTION OF MATERIALS
3
- -
-
- -
5
-
I
I TEST PIT NO.: 3 N7DW ELEVATION: 2 2 5 I
-H I
Gray clayey mudstone, Fossiliferous deeply weathered, dry
Gray sandy shale Also fossiliferous
TEST PIT NO.: ELEVATION: I
Buff-Rusty sandstone coarse, well cemented, fossils 31, :
.-.-., Pr--s-rPll.ll.-.l ~-.IPIIIT..ITr #LOS.
TEST PIT LOGS
PROJECT: EATON LEONARD EQUIPMENT: Track-Backhoe
W.O.: 442201 LOGGED By: RA DATE: 6/6/85
%;P %;P
DESCRIPTION OF MATERIALS DESCRIPTION OF MATERIALS
CII CII
I TEST PIT NO.: 4 N-S ELEVATION: 2 2 8
Brown, dry-damp, fine to medium sand, silty
- -
I TEST PIT NO.: ELEVATION: J
Buff sand, fine damp soft "Punki"
------... ..-.. --. .-...-...-- .-
TEST PIT LOGS
EATON LEONARD EQU,PMENT Track-Backhoe
LOGGED By: RA DATE: 6/6/85
I i
0
DESCRIPTION OF MATERIALS
-
is 8
I TEST PIT NO.: 5 ELEVATION: 14 6 I
FILL sandstone fragments with silty shale matrix
Gray-Black clay, moist
Light Gray, fine to medium, sands silty, clayey
TEST PIT NO.: ELEVATION: 1
-I-- TEST PIT LOGS
PROJECT: EATON LEONARD
w.0,: 442201 LOGGED By: RA
DESCRIPTION OF MATERIALS
I TEST PIT NO.: 6 ELEVATION: I
Bedrock, sandstone buff, Bedrock, sandstone buff, Light-Grey, moist, Light-Grey, moist, ~ cross bedded, tight cross bedded, tight
I TEST PIT NO.: ELEVATION.
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I I TEST PIT LOGS
PROJECT: EATON LEONARD EQUIPMENT: Track-Backhoe
w.0.: 442201 LOGGED By: RA DATE: 6/6/05
DESCRIPTION OF MATERIALS
I TEST PIT NO.: 7 ELEVATION: I
Reddish, fine to coarse sand with well rounded/polished gravels and pebbles
MADISONSQUARE PARTNERSHIP
APPENDIXB
W.O. 4422
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F/l TEP REQV/tEMEATS
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f 2. Witn Cohes/ye base mokrioi.. use a m&fum o/ UOS~U~ concr~k sa?c
rui/n No.4 crushedrow or peu groyo/.
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MADISONSQUARE PAFllNEIlsHIP
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W.O. 4422
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