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'1

- ,

_. ANTELOPE V ALLEYGROUNDWATER RECHARGE STUDY

Phase 2

Air Foree SiteAlong Amargosa Creek

Preparedfor

Hydraulics and Water Conservation DivisionLos Angeles County

Preparedby

Geology and Soils Investigations SectionMaterials Engineering Division

Department ol-Public Works,Los Angeles County

March 13, 1991.

March 14, 1991

TO: I raj NasseriHydraulics Division

FROM: M. JohnsonGeology and ils Inv tigationsMaterials Engi

ANTELOPE VALLEY GROUNDWATER RECHARGE STUDY

.. 0

In response to your request, we have conducted a geological investigationfocusing on potential groundwater recharge at the U. S. Air Force site alongAmargosa Creek. The attached report includes the findings of our study.

If you have questions regarding the contents of the report, please contactLidia Lustig or Ken Leslie at (818) 458-4923.

LL: shME-1/13:AC

ANTELOPE VALLEYAIR FORCE SITE

i. I NTRODUCTI ON ...... ....... ... ..... ............... .... ......a)b)c)d)

Overvi ew ............................................. .Scope of Work.........................................Regional Geology......................................Reg i 0 na 1 Hyd rog eo logy .................................

I i. SUBSURFACE INVESTIGATION ........ .......... ..... ...........I I i. SIT E G E 0 L OG Y ..............................................

a)b)

Phys i og raphy ..........................................Site Area Geo logy .....................................

i )

i i )

Laca 1 Geo logy ...................................U.S. Air Force Site Geology.....................

1) Upper Unconfined Aquifer ....................2) Blue Clay...................................

IV. SITE HYDROGEOLOGY .........................................

a) Surface Flow at Site ..................................b) Penmeability of the Unsaturated Zone ..................

i )

i i )

i i i )

Surface Percolation TestsGround Surface to 70 Feet

(S ha 11 ow Bo ring s ) ...............................Ground Surface to the Water Tabl e

...................... .

(Deep Borings) ..................................

c) Penmeabi 1 i ty and Aqui fer Parametersof the Sa tu ra ted Zone .................................

d) Groundwater Level s, Di rection of Groundwater Flowand Hydraulic Gradient of the Unconfined Aquifer ......

i ) Ground Water Level .............. ................

1) Site ........................................2) Offs i te .....................................

i i ) Direction of Groundwater Flow and HydraulicGradient of the Unconfined Aquifer ..............

1) Site. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2) Offs i te .....................................

PAGE

1

1

1

22

2

3

33

34

46

6

66

7

7

9

9

12

12

1213

13

1314

V. GEOLOGIC HAZARDS

a) Collapsible Soils ..................................... 14b) Faults and Seismicity................................. 14c) L i que fa c t ion .......................................... 15d) Subsidence............................................ 17

VI. DISCUSSION

a) Proposed Spreading Grounds ............................ 17b) Proposed Injection Wells .............................. 18

VII. FINDINGS, CONCLUSIONS AND RECOMMENDATIONS ................. 19

a)b)c)

F; nd i ng 5 ..............................................Conel us; ons ...........................................Reconmenda t ions ........... ... .......... .... .... .... ...

VI I I. REFERENCES

APPENDIX A

Shallow Bar; ngs ...........................................Deep Bari ngs ..............................................Sunmary of Laboratory Results .............................Hydraulic Conductivity Fonmulas ...........................Schematic Diagram of the Shallow Wells ....................Schematic Diagram of the Deep Wells .......................

APPENDIX B

Subsurface Exploration....................................

APPENDIX C

El ectri cLogs

LIST OF ILLUSTRATIONS

Figure 1 - Site Location Map ..............................Figure 2 - Hydrogeologic Subbasins of the Antelope Valley..Figure 3 - Regional Hydrogeologic Cross Section ...........Figure 4 - Range of Grain Size Curves for Tested Samples..Figure 5 - Pumping Test ...................................Figure 6 - Recovery Test ..................................

Table I - Penmeability tests of the Shallow Borings .....Table II - Penmeability Tests of the Deep Borings ........Table III - Results from Laboratory Consolidation Tests ...

Plate 1 - Boring Location Map .......................Plates 2 to 7 - Cross-Sections A-AI to F-F' ...............Plate 8 - Well Location Map .........................

192022

A.1 - A.16A.17 - A.41A.42 - A.49A.50 - A.54

A-55A-56

B1 - B3

I n TextI n TextI n TextI n TextI n TextIn Text

Page 8Page 10Page 16

In PocketI n PocketI n Pocket

I - INTRODUCTION

a) Overview

This report presents the findings of the Phase 2 study of potentialgroundwater recharge of a specific area of Antelope Valley. Phase 1 of thestudy (dated February 22, 1989) consi sted of a prel imi nary general i zedgeologic/hydrogeologic investigation of potential recharge of the entireAntelope Valley. Based upon the information contained in the Phase 1 study,the Department's Hydraulic and Water Conservation Division selected theUnited States Air Force site along Amargosa Creek for further site specificstudy (see the Site Location Map, Figure 1).

b) Scope of Work

The scope of work for this investigation consisted of acquiring sitespecific information for evaluating the water recharge potential of theAir Force site. Specifically, the scope of work included:

Drilling 3 deep exploratory borings 640 to 800 feet in depth. Thesebori ngs were preserved as observati on well s.

, ,

- 1.,

2.

3.

4.

5.

6.

Drilling 11 shallow exploratory borings 30 to 70 feet in depth.

Casing and gravel packing 5 of the shallow borings for percolationtests.

Excavating two exploratory trenches to a depth of 6 feet.

Detailed lithologic logging of the deep and shallow borings.

Undisturbed and bulk soil sampling of representative earth materials inthe deep and shallow borings.

7. Laboratory testi ng of sampl es coll ected.

8. Electric logging of the deep borings.

9. Recording water levels in the deep wells.

10. Permeability testing in the shallow and deep wells and in the 6-footdeep trenches.

11. Pumping test of nearby water supply wells (courtesy of El Dorado MutualWater Company).

12. Analyzing field and laboratory data.

13. Preparing a geologic map and cross-sections showing geologic units.

14. Prepari ng thi s report.

-1-

~ 1

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\~",,:;!,;.R:-~ \',,",- -r' ~~¡¡-"'\3 ,\\. :~': . i'JJ:==- /-, ill~l"'\ \\ I J' ':' '::,':-ç=nii ' ," " ~!~\ ~l- .:."t. t',.. ,-~, ,J \r"'" -- \. = '''' \,) f\-- - :"~ir f\'\, \. 1- \.' :'!-.'~i' '"0 '1''' .. ),", "" ~\I'\....~ ~I " 'c: ,, ...1 _.." '- '. , ~ \ () .'0 -. aa~" ~':.. T.i... - E: -~ .. J.r -; (- ~ ~.~,. \.r .. . 1. ..::"'.-' ii- ,.. ,~;:;',: ~,~. "¿'~it : : ! ,;"'. " .". ~,~ = ~'

-.j'-'e ~O '~0~-i; t _ 0 .' ~~ .....!. ,..., '_IU . ""Lt ~. :æ:5' /' ;;:~.. '\cf.., ~ d=!~ 'G" "'~.', ,o! I' . If~1ti "'IJ~I: I'" '" . / \'".'-"..-.¡ ..= - . ;;:-=~,.s\ b ./ - ~ ~"-.. ,. II , ' - .......... ì. .,~ ~. i '-, _ --'-'~_ '" ---~, ,,/, : ~""'. ,~!!.¡' r. ".... ì.__ ' , /.V_'" '".. .-f.~,-~~ _' ~ ,/-_,' _: ~';" - .æ;,.I" 'V-V-' ..:.... I; ¡, /

'," ,!'l E\ Y !"~" "~ I ,. i · - \i- ~ - --' L / r.' ....... ~.¡ I -,, .. '1. i -, r j ~5 35 i. : ~.., ' , / ";:'" ~, lr- --- '-,

--,l--~ '.. ..c~c~:~ ':~ .', '-. - d~~ ~ ~ ~,~~;-_.:~~'--\---- ,,~:__:-~:_" ..~~~: ~'" .~.-' p .J\~:J.._,,:~ . I: -l~ \--~~~~ ~ 1._' -. :~..,-~:'".l~_ '

~.

DI.. ,. - "

~

SITE LOCATION MAP

~j~V

SCALE 1- = 4000'

AIR FORCE SITEAMARGOSA CREEK

. i --"'.. _0 _"I... ~c--_

Dfa._,IO&'U.U.OISMnIOC JO :ø oI ~ 7O'UI

CONTOUR INTERVAL S fEET....TION..L CEODETIC VERTICAL OAtUM 0' 1929 FIGURE 1

c) Regional Geology

The most comprehensive discussion of the regional geology of the AntelopeValley can be found in Bloyd (Reference 1, 1967). Phase 1 of this study

(1989) summarized the information from Bloyd, and from numerous otherstudies.

- ,

Antelope Valley is an alluviated, fault-controlled valley that locallycontains as much as 2000 feet of unconsolidated deposits. Bedrock whichunderl ies the unconsol idated deposits and forms the bordering mountainsconsists of a variety of metamorphic, igneous and sedimentary rocks rangingin age from Precambrian to Tertiary.

Unconsol idated Quaternary sediments constitute the basin fi 11 in theAntelope Valley. These sediments consist of alluvial fan and lacustrinedeposits. The upper alluvial fan deposits, about 600 feet thick, consist ofuncemented-unconsol idated, coarse- to medium-grained sand and gravel thatbecome more consolidated and less permeable with depth. Lacustrinesediments were deposited in an ancestral lake that occupied the centralportion of the basin. These lake bed deposits, which are buried at depthsof a few feet to 600-800 feet, consist of clay and silt up to 400 feetthick, interbedded with layers of coarse sediment up to 20 feet thick.

d) Reg i ona 1 Hyd rogeo logy

Northwest and northeast trending faults in the Antelope Valley divide thearea into subbasins originally proposed by Bloyd in 1967. The U.S. AirForce site along Amargosa Creek is located in the Lancaster Subbasin, thelargest in the valley (see Figure 2).

The Lancaster Subbasin consists of an upper unconfined aquifer and a lower,confined aquifer, separated by an aquiclude (separator) of lacustrine clayand silt. The upper unconfined aquifer, which is between 450 and 600 feetthick, is the main water production zone for the valley. Mostly composed ofunconsol idated sand and gravel, it commonly has layers and lenses of clayand silt which produce local semi-perched conditions. The lower, confinedaquifer is 1 imited to the areal extent of the lacustrine (lake) deposits.Because of its age and depth of burial, the lower aquifer is moreconsolidated than the principal upper aquifer.

At the turn of the century, the water table of the upper unconfined aquiferwas relatively shallow (60-100 feet deep), and flow from wells onto thesurface occurred in the low-lying areas due to artesian conditions. Due toagricultural, industrial and domestic use, the water table has since droppeddramatically in the Lancaster Subunit. Currently, the water table in theCi ty of Lancaster is at a depth of about 350 feet.

I I - SUBSURFACE INVESTIGATION

A summary of subsurface exploration performed is provided in the Appendix B,Subsurface Exploration (pages B-1 to B-3).

-2-

. SITE LOCATION

l~)

R,12W

.

FR

EM

ON

T W

.LLEY

i0u' I

mO

jave !i

R.IQ

W.

R.9W

.R

.1W.

T.II N.

III'''"

T.9N

.

LE

GE

ND

o~U

NC

ON

SOL

IDA

TE

D D

EPO

SITS

CONSOLIDATED ROCKS

FAU

LT

FAULT USED AS SUBBASIN BOUNDARY

SA",

GA

lJly/R-1.

A. 0--~.,A

/",S

i

i~:¡

u.MODEL BOUNDARY:

-----PRINCIPAL AQUIFER

DEEP AQUIFER

COMMON BOUNDARY

T. 5 N,

---"'M

'''"

IIAPPROXIMATE EDGE OF AQUITARD

(LAK

E B

ED

S: B

LUE

C~

A.Y

. this study)S

CA

LE i I: 345,600

o4 ,

10 WILES

o 2

4,

810 K

ILOW

ET

ItES

HY

DR

OG

EO

LOG

IC' S

UB

BA

SIN

S O

F T

HE

AN

TE

LOP

E V

ALLE

Y'

DE

P.."TIIE

IIT O

F WA

TE

R R

ESO

UR

CE

S, SOU

TH

ER

N D

ISTR

ICT

, 1910

FIGU

RE

2

I I I - SITE GEOLOGY

a) Physiography

The site is located approximately 5 miles north of the San GabrielMountains! and 3 miles north of the San Andreas Rift zone! in the alluvialfan of Amargosa Creek. The elevation ranges from 2590 to 2610 feet! with a1% surface grade to the north. The Air Force property dimensions are onemi 1 e from east to west and about 1700 feet from north to south! and isbounded by 10th Street West on the west! Avenue N on the north! and DivisionStreet on the east (see Figure 1). Amargosa Creek traverses the westerlyportion of the site! and has a steep! up to 8 feet high! western bank thatis gently sloping in the east.

The site is in its ~atural state with sparse native vegetation! whichincludes scattered Joshua trees and low brush. A thin layer of wind-blownsand mantles the site. A few small concrete slabs mark the locations offormer structures.

. ,

c , Access to the site is provided by ungraded dirt roads. The propertyboundaries are marked by "U. S. Property" posted signs.

b) Site Area Geology

i) Local Geology

Information on subsurface conditions within a few miles of the U.S. AirForce site has been obtained from water wells. The majority of thesewater well s are owned and operated by Los Angel es County WaterworksDistricts Numbers 4 and 34. The wells have been drilled to depthsbetween 690 and 1100 feet.

Available electric logs and drillers' lithologic logs of the wells wereused for the interpretation of the local stratigraphy. Consultationwith Waterworks · Di stri ct Consultant Ri chard SL ade (References 12and 13) facilitated the differentiation of the upper unconfined aquifer!the lower confined aquifer! and the "separator" between them. Figure 3shows a hydrogeologic cross section based on Waterworks' Division welldata! complemented with information from this study.

The upper unconfined aquifer consists of interbedded silty sands andgravels! with occasional "clay" lenses which become more corron to thenorth, near the center of the Lancaster Subbasin.

Below the unconfi ned aqui fer is the "separator"! whi ch consi sts of a1 ayer rangi ng from 200 feet thi ck near the hill s to the south! to 300feet thick toward the center of the basin to the north. This separatorconsists of the fine-grained sediments described as lacustrine (lake)deposits in the 1 iterature and it is also defined as an aquiclude. Inthis study the "separator" will be called the "Blue Clay"! anomencl ature that wi 11 be used throughout the remainder of thi s report.

-3-

The Blue Clay has been divided into an upper and lower zone, based ongrain size of the sediments and geophysical resistivity logs. Theupper zone consists of interbedded sand, silt and clay, generally brownor reddish brown in color, with increasing content of finer-grainedsediments with depth. Its upper boundary is gradational with theunconfined aquifer and is subject to some interpretation. The lowerzone contains predominantly clay, with colors ranging from blue~vegreen, to gray green or sometimes brown, and represents the Bl ue Cl ay ina stri ct sense, by the presence of bl ue colored sediments. Thi slowerzone has been penetrated in the majority of the County wells. Itsthi ckness ranges from 80 feet in the south (at well 34-6) to 125 feet inthe north (at well 4-42), thickening basinward. The gradient of itsupper boundary is 1 to 2% to the north. The Bl ue Cl ay creates confi ni ngconditions for the lower aquifer.

The lower confi ned aqui fer consi sts of interbedded coarse grained sandwi th cl ay 1 enses, and its lower boundary is defi ned by the presence ofbedrock.

- '~ii) U.S. Air Force Site Geology

The upper unconfined aquifer, the focus of this investigation,extends at the Ai r Force si te to a depth of 580 to 620 feet. Fromthi s depth to 800 feet, the maximum depth explored, the upper zoneof the Bl ue Cl ay was encountered. The lower zone was notpenetrated, but is interpreted to be immediately below 800 feet

(Figure 3).

1) Upper Unconfi ned Aqui fer

Within the unconfined aquifer, the shallow borings (B-1 to 8-8)defined the detailed stratigraphy of the upper 70 feet. Twogeneral types of units were recognized: one consists of layersof coarser-grained materials (sand, gravel and minor silt); theother, of finer-grained materials (silt, silty sand and clayeysand) is here termed "low-permeability layers".

Be low 70 feet, and to a depth of 580-620 feet, the unconfi nedaqui fer was explored by deeper bori ngs MW-1, MW-2 and MW-3.

Logging of these exploratory borings and laboratory grain sizeanalysis of the soil samples indicates that the sediment typesare s imi 1 ar from the surface to a depth of 580-620 feet (seelaboratory findings in Appendix A). The uniformity of the soilsto th is depth is a 1 so confi rmed by the e 1 ectri clogs (seeAppendix C). The electric logs show a multitude of thininterbedded sands and "low permeability layers". Detailedlithologic identification and cuttings correlations were notpossible due to the fact that the holes were drilled by therotary wash method with drilling mud.

-4-

(North)

-- i2800 -

2600 -

2400-

2200-

2000-

1800 -

1600 -

1400 - v

..0);:c(

4-424~8

4-32(Proj.)

I

I1(2142)(2/1/91)

II (2138)

(2/1/91)

- ? ::; - - - - -..

- - _0 _ - - --'

- - - ------? ----:

-- ----------------

- - - - - - - - - - :._..

.-- -- -T

D:73S'

-- ---- - - -- ----

---- - - -- ----

- ---

1T

D:1174

-N

25E

Regional Hydrogeologic Cross Section

(

~o

z0);:c(

D-O)

;:c(I

0);:c(0);:c(

II

AIR

FOR

CE

SITE

l- --

MW

-3 II MW

-1(Proj.) M

W-2 (Proj.)

I

34-7(Not Constructed)

34-6Ii

4-304 29

I

Unconfined A

quifer

y. (2137)

(2/1191)1 (2146)

(4/1/90)

-----

(2141) .1 (2142)~ ~ (2142)

(2/6/91) (2/6/91) (2/6/91)

~ - - - _.: ~ -7' - - - - l - - - - -:.= ~ - - 7 -.::::: - '"/ ,. - - - - - 7 - _1--

------- TD

:640 /,- _:=--

TD:660 -- - Upper Zone

Upper ~~:~ __ ___ _ __ _ _ __ _ _ _,__ _____"'__ ____ __ _ _ _Y ----i:öw;~z;~;_-J-----:~upea~lta:

__ TD:800 _

- - - - - - - - - - -. . - - - - - - - - _.--- - --; - -

-----------

-------- - --

- - ------

- - --- - ---

- --- - --

- - - ---

------ -TD

:792'L

ower ,Z

one

Confined A

quifer"

TD

: 106Q T

D:1074'

+.

-N

20W

See P

late 8 for Section Loc

The sediment types of the unconfi ned aqui fer consi st ofinterbedded layers and lenses of silty sand, well graded sand,clayey sand, sandy silt and silty clay. Stratigraphicboundari es between sediment types such as aforementi oned "l owpermeability layers", are gradational to distinct. Thepredomi nant sediment type (approximately 60 to 80%) is si 1 tysand.

The following detailed lithologic descriptions characterize thesediments of the unconfi ned aqui fer:

Coarse Layers. The predominant sands are silty, fine tocoarse grained, with angular to subangular grains, and verywell graded. The percentage of fines ranges from 10 to 30%,with zero to 8% clay. The content of gravel ranges from 1 to25%, and is mostly fine grained. The maximum gravel clastsize encountered was 3 inches in diameter. The gravelconsists mostly of schist, granitics and quartz. Unstableminerals in the rock fragments are generally altered to clay.

The grading of the silty sand is generally very high, with acoefficient of uniformity larger than 8, commonly in the100.s, with a maximum of 500 (a coefficient larger than 6 isconsidered well graded; see Figure 4).

"Low Permeability Layersll.1 enses that range from one1 ayers have between 30 andthey range from pl asti c to

Fi ner-gra i ned sediments occur into 10 feet in th i ckness. These50% fines, with 8 to 35% clay;non-plastic.

The grain size distribution also shows a very well gradedcurve, similar to the coarse layers.

Figure 4 shows selected representative grain size curves of the21 samples analyzed. The grain-size distribution remainssimilar throughout the depths tested (the deepest in-situ samplewas taken at 480 feet). These curves can be used for the designof gravel packs and selection of screen sizes if wells areproposed for the site.

Several geologic cross-sections were compiled, showing correlationof the IIlow-permeability layers.1 between the shallow borings (seePlates 2 to 7). Cross-section locations are shown on Plate 1.

The cross-sections show that most of the IIlayersll are discontinuousand may thin or thicken laterally (both northward and eastward)wi thi n a few thousand feet. Some 1 ayers, however, are conti nuousfor almost a mile (e.g., cross-section A-AI, Plate 2). Thethickness and number of IIlow-permeability layersll decrease towardsthe eastern boundary of the property. In addition, the1 ow-permeabi 1 i ty 1 ayers are found at a greater depth towards the

-5-

80 70

u60

Q)

en en. co

50c. Q

) 0)40

co - c: Q) (J

30i- Q

) c.20 10

"0

- G) c: JJ m ~

100 90

MW

-1B

-4(4

0)

1~ ~.-=

1 r

i,--= "'__,_ ~

i ""

Ran

ge o

f G

rain

Siz

e C

urve

s fo

r T

este

d Sa

mpl

es

AS

TM

Sie

ve

Num

bers

200

50 40 30

3/8- 3/4- 1 1/2- 3-

16 10

4

Cla

ySa

nd Med

iuSi

ltFi

neoa

rse

Monitoring Well

Shallow Boring

Dep

th (

feet

)

eastern portion of the site. The "low-permeability layers" aregenerally less than 10 feet thick and dip uniformly to the northeastat a gradient of less than one degree.

2) Blue Clay

Upper Zone of the Bl ue Cl ay

The sediments from 580-620 feet to the total depth explored

(800 feet), constitute the upper zone of the Blue Clay. Thereis considerable fining of the sediments relative to theoverlying unconfined aquifer, consisting primarily of silt andclay with subordinate sandy layers. This fining trend can alsobe recognized in the resistivity logs (Electric Logs, AppendixC). The top of the upper zone di ffers in each of the moni to ringwe 11 s, and ranges between 580 to 620 feet deep.

Lower Zone of the Blue CL ay

The lower zone was not encountered in the deepest bori ng, butbased on data from well s both north and south of the si te, thi szone is interpreted to occur immediately below 800 feet (seeFigure 3).

iv - SITE HYDROGEOLOGY

a) Surface Flow at Site

Amargosa Creek was described by Johnson (Reference 8) as lithe only streamwi th even moderate flow between L i ttl e Rock Creek and the extreme west endof Antelope Valley ". This creek traverses the west portion of the site.Most flow along Amargosa Creek is intermittent and is associated with majorstorm peri ods. The stream has no gagi ng stations from its debouchmentonto the valley (near Elizabeth Lake Road) to the U.S. Air Force site.Estimates based on point discharge indicate the average yearly flow rate tobe between 500 and 800 acre feet. Capital storm discharge for this creekhas been estimated at 23,000 cubic feet/second. However, this volumeappears to be an overestimation, especially considering that the watershedof Amargosa Creek is only 20 square miles.

b) Permeability of the Unsaturated Zone

The hydraulic conductivity of sediments in the unsaturated zones is not aconstant. It is dependent on capillary and gravitational forces and is noteasily quantified. The unsaturated hydraulic conductivity is also affectedby the water or moisture content, and reaches its maximum at or nearsaturation. In addition, the theoretical equations for flow in theunsaturated zone are highly complex. The flow equations are non-l inear andnot subject to easy solutions.

Therefore, the permeabi 1 i ty data obtained from permeabi 1 i ty tests performedare intended to give a range of values which are representative of a varietyof sediment types and moi sture contents for the si tee

-6-

Permeability tests were performed in three depth zones: i) Surface, ii)Surface to 70 feet, and iii) Surface to the water table (about 450 feet).

" 1

i ) Surface Percolation Tests

The surface percolation test trench locations are shown on Plate 1,TP-1 and TP-2. These two trenches were excavated below the topsoi 1 toa depth of 6 feet, where the perco1 ati on tests were performed. Thematerials tested were gravelly sands.

" i

i i )

The hydraulic conductivities of the near surface sediments using thepercolation method (see A-53) is on the order of 10-2 cm/sec, with arange of values from 1.7x10-2 to 4.4 x 10-2 cm/sec.

Ground Surface to 70 Feet (Shallow Borings)

Permeability tests were performed in the six shallow borings (B-1,B-1A, B-3, B-5A, B-7A, and B-8) in which casing and gravel packs wereinstalled. Falling-head and constant head permeability tests wereperformed. The results are summarized in Table I.

" l

Some of the fall'ing-head tests were performed to selectively determinethe hydraulic conductivity of the "low permeability layers". Forexample, borings B-IA and B-5A (see Plates 2, 4 and 5, and Table I)were terminated within these 111ayersii and the test performed only inthis interval. The remainder of the falling-head tests were performedto test intervals which contained a composite of sediment types. Thecalculation methods used for this test (Hvors1ev and Auger, A-52 andA-50) are designed for saturated condi ti ons; therefore, the resu1 tsare considered estimates for the unsaturated conditions of the shallowbori ngs.

The constant-head test (Well Permeameter, A-54) was performed in 3borings, testing for different stratigraphic intervals. This test isdesigned for unsaturated conditions.

Table I shows the hydraulic conductivities of the sediments in theshallow borings and indicates that values of 10-3 to 10-4 cm/sec arerepresentative to a depth of 70 feet. The Illow-permeabil ity layers"have hydraulic conductivity values of 10-4 and 10-5 cm/sec.

Due to the horizontal layering of sediments with variablepenmeabi1ities, the values of hydraulic conductivity in a horizontaldirection are generally 2 to 10 times larger than those in a verticaldi rection. The permeabi 1 i ty tests perfonmed in the bori ngs measureprimari 1y the horizontal hydrau1 ic conductivity of the sediments, andtherefore represent higher values that wou1 d be obtained by vert i ca 1movement of water, as occurs during percolation from spreadinggrounds.

-7-

I en i

TA

BL

E I

PERMEABILITY TESTS OF THE SHALLOW BORINGS

INT

ER

VA

LD

UR

AT

ION

METHOD USED IN

HY

DR

AU

LIC

SHA

LL

OW

TE

STE

DM

AT

ER

IAL

TYPE OF

OF TEST

DA

TE

CA

LC

UL

AT

ING

CO

ND

UC

T I

V I

TY

BO

R I

NG

SlD

eoth

1n

ft. \

TE

STE

DT

EST

(hou

rs)

TE

STE

DHYDRAULIC CONDUCTIVITY

L em

/see

)

B-1

A36

-39

S11

t lay

erFa

111n

g6

5/24

/90

Aug

er1.

15

x10-

5he

ad

B-1

A20

-39

Sand & s1lt

Con

stan

t2

6/7/

90Well permeameter

1.0x

10-3

head

B-1

0-70

Sand & sl1t

Con

stan

t1

6/20

/90

Well permeameter

4xio

-2*

head

B-3

50-7

0Sand & sl1t

Con

stan

t2.

57/

3/90

Well permeameter

1.8x

10-3

head

B-5

A26

.5-4

2.5

Sand

Fal1

1ng

15/

31/9

0H

vors

lev

5xio

-3he

adA

UQ

er7x

io-3

B-5

A35

-42.

5Sl

1 t 1

aye

rFa

l11n

g3

5/31

/90

Hvo

rsl e

v6x

10-4

head

B-5

A18

.5-4

2.5

Sand

& s

1 lt

Con

stan

t4

6/5/

90We 11 penneameter

8x10

-4he

ad

B-7

A0-

25Sand & sl1t

Con

stan

t0.

56/

19/9

0Wel1 penneameter

8.4x

io-3

head

B-8

38-7

0Sand & sl1t

Con

stan

t3

7/10

/90

Well permeameter

2.7x

10-4

head

* No pre-saturation

13:T

AB

iii) Ground Surface to the Water Table (Deep Borings)

Permeabi 1 i ty tests were performed in two of the deep well s. Thesewe 11 s, MW- 1 and MW-3, are 800 and 640 feet deep respect i ve 1 y, and bothare cased and gravel-packed.

Several falling-head permeability tests were run. Three methods ofcalculations were utilized: Bouwer and Rice (A-51), Hvorslev (A-52),and the perco 1 at i on test method (A-53). As shown in Tab 1 e I I,calculated hydraulic conductivities range from a low of 10-7 to ahigh of 10-4 cm/sec.

The unreasonably low values obtained wi th the Bouwer and Ri ce and wi ththe Hvorslev formulas suggest that these methods are not applicablefor unsaturated conditions and for the large boring dimensions tested.

Cal culati ons usi ng the percol ati on method i ndi cate that the sedimentshave a hydraulic conductivity of 10-4 to 10-5 cm/sec. The hydraulicconductivities of the sediments decrease with depth.

Hydraulic conductivities of 10-4 to 10-5 cm/sec are realistic, ascompared with aforementioned hydraulic conductivities of 10-3 to 10-4cm/sec of the surficial sediments from a to 70 feet. Inasmuch assediment types in the unsaturated zone show little variation, thelower permeabi 1 i ties are presumably a consequence of the expecteddens i fi ca t i on wi th depth.

As insect ion i i) above, these values represent the hori zonta 1. andtherefore higher, hydraulic conductivity, as compared with thevertical hydraulic conductivity.

c) Permeabi 1 i ty and Aqui fer Parameters of the Saturated Zone

The principal characteristics of aquifer performance are transmissivity andstorativity. Several indirect methods are available to obtain estimatedvalues for transmissivity. These methods are based on grain-size analyses,hydraulic conductivity values, and calculations based on specific capacityof a well. However, only pumpi ng tests provide di rect measurement of theseparameters. Pumpi ng tests provide resul ts that "most accurately refl ect thetrue hydraulic conditions within an aquifer" (Reference 5).

To perform a pumping test at the site was outside the scope of this phase ofthe investigation. However, a short pumping test was performed in existingproduction wells located adjacent to the site. These wells belong to theEl Dorado Mutual Water Company and are located near the intersection ofAvenue N-8 and 10th Street West, 1700 feet west-southwest of MW-1

(See PL ate 8).

Two wells are located at the site, 73 feet apart in a north-south direction.The south well was used as a pumpi ng well, and the north well as theobservati on well. The tabl e on Page 11 defi nes the parameters for eachwell.

-9-

en enI- ~en z:w -I- cc- 0- :0 ixI-w - c.-- -- Wix - wc: ix eI- c:W W:: ::cc I-Wc. LL0

:0Ut: __ CO r- e e It r- r- r-- i I I I I I I I-- ~ U 0 0 0 0 0 0 0 0:: - Q) .. .. .. .. .. .. .. ..c: I- II

cc U .. x x x x x x x xc: :: e:0 ~ ~ It It en OJ OJ en OJ e:: 0 .. (' (' .. It .. co ..U

+'Q) II Q) Q)~ u Q) u uz: .. l- .,. ..- :0 cc cc cce l- I- e:w c: - "C 0 "C "Cen -- U ~ e: .. e: e::: :: - - co :: +' = = :: co coU -- I- Q) co Q)c: -- :: u i- ~ ~ ~ i- i-0 c: c: :: Q) II 0 II Q) Q):: u cc e ~ i- u i- ~ ~l- e z: ~ 0 i- 0 ~ ~w z: :0 0 0 :: Q) :: 0 0:: - :: u ix :: c. :: a: a:

0 0en ene .. .. 0 0w w 0 .. en enl- I- (' (' .. ..c: en i = = = = I OJ ene w en 0 N Nl- N (' .. .... .. .. ..OJ OJ .. ..

z: I- ,.0 It It- en II ,.I- W i- (' = = = = e ..c: I- ~ N Ncc 0:: ~~c:

C) C) C)LL C) e: e: e:0 e: .. .. ..I- .. ~ "C ~ "C ~ "CW en ~ "C = = = = ft co ~ co ~ coc. w ~ co Q) co Q) co Q):0 I- co Q) LL :: LL :: LL ::l- LL ::

II II II II+' +' +' +'~ ~ ~ ~.. .. .. ..-- II II II IIc: e- w "C "C "C "Ccc l- e: e: e: e:w en co = = = = co co coI- W

:i I- II II II II"C "C "C "Ce: e: e: e:co co co coen en en en

~ ~ ft t' ftI- co coz: :; +' :; +' :; co +' :; +'W e: e: "C e: e::: w ï:Q) .. Q) .. e: Q) ï:Q)c. ~ e e: e e: 0 e e0 c: - c. - c. - u c. - c... I- 0 = = = = 0 Q) 0 0w en i- 'ã i- 'ã i- en ~ i-Q;~ G) Q) G) G) Q)w .. :: +' :: +' "C :: +' ::e .. G) .. Q) .. e: G) .. Q)

CC e CC e CC co e CC e--+'G) .. .. .. .. ..G) . .-- LL (' (' (' (' .. 0cc e co co co co OJ It~ w e: .. e e .. (' ..cc I- .. i = = I I I I IW en It en co It 0 0I- w..z: I- i co co .. ..- .. en en ('.. ('eccc. z:w - .. .. .. ('w cc I I I Ie 0 l l l la:

N~I---:...('..

-10-

Tota 1 Depth(feet)

North Well

(Observation Well)

600

South Well

(Pumpi n9 Well)

600

Perforations(feet)

200-500 unknown

Diameter ofcas i ng

(inches)

Pump i nsta 11 ed

14 12

yes yes

:. j

Depth to StaticWater Table

(feet)

442.2 439.14

" j The pumping test lasted 143 minutes, with an average discharge of 244gal/min. The pumping rate fluctuated slightly but remained within 12% ofthe average rate, ranging from a low of 216 to a high of 251 gal/min.Foll owi ng the pumpi ng test, a 135-mi nute recovery test was performed.Calculations of transmissivity from these tests were based on theCoope r-Jacob method.

The time-drawdown curve for the pumping test (Figure 5) shows that the fi rstpart of the graph is steeper than the second part, with the inflection pointoccurring at about 60 minutes. Calculated transmissivity from the first

(steeper) curve is lower than that from the second (shallower) curve. Theinterpretation of this change as an increase in recharge is unl ikely, as nosource of recharge for the formation is known in the area. A betterinterpretation is that this deflection is caused by slow drainage

(Reference 5, p. 229-230): "The causes of thi s phenomenon are the greatdifference between the horizontal and vertical hydraulic conductivity insome sediments ... When pumping begins, the amount of vertical watermovement toward the screen is relatively small, but as time passes and thecone of depression widens, a larger percentage of the water moves towardsthe well vertically, thereby reducing the slope of the time-drawdown curve... Thus, early data in slow drainage situations do not indicate trueaquifer conditions.11 The higher value of transmissivity (about 60,000ga 1 s/day/ft) therefore is considered more representative for the aqui fer.

The time-recovery curve shows an anomalous drop in water level between 5 and10 mi nutes (Figure 6), due probably to the rapid backflow of water into theaquifer from the casing of the pumping well when the pump was turned off.This backflow would produce an outward-propagating surge that, whensuperimposed on the gradually rising water table during the recovery phase,would cause a rapid rise in water level, followed by a slight drop. After10 minutes, when the transient effects of the surge died out, the graphbecame a straight line corresponding to a transmissivity of 55,000ga 1 s/day/ft.

-11-

s (draw down in feet)

0 .. I\ I\ w ~ ooQ),~ I\ " Co Q) ~ ~ 0

J

..

I\ o

w

~ 0oo ~ 0

".. C0 š:"-

ZCi

I\ ---f 0 (J -- m3 I\ enen W. 0) --

to v3 w -Q ú)

:: 0 )(" 01

c: a-en -en ~ CT co'- 0 , Ø)

-c '"oo a.0 Ø)

-c'"--..0 00 . .

I\~~'co -

01.I\ Ø) g" ..0 '"

(X0 3 ~-, .. ~~ 0- ~

l'" coØ)

'"a.Ø)-c'"--

i'-CiC.JJm

01

."-G)CJJm0)

Calculated Recovery (feet)0 .. I\~ I\ (, .¡ 01Ï\ " (x (, ~

0)

.. I\0 I I

0I i I

I\ o

o(, o

.¡ oo

01 o

..0

JJm

--('

~r I\ 0(t 0 c:- m3 JJ::c: (,

-(-(t 0rJ

--- m.¡0 (J

01

--0

CI

f\ 01

... 01

0' f\

0 x 01f\.. ..

.0, coen ø:::

I\c.

0ø:

0-...--

The transmissivity value obtained from the time-drawdown graph differs only4% from that based on the time-recovery data. Because the time-recoverydata are more accurate than the drawdown data (measurements are not affectedby pump vibrations and variations in pumping rate), data from the recoverytest are considered to better characterize the aquifer. The transmissivityvalue is about 55,000 gal/day/ft.

, 1

The Cooper-Jacob method, a simplification of the Theis method, yieldstransmissivity values that have greater accuracy as duration of pumpingincreases. Because the pumping test had a relatively short duration, thetest data were also analyzed by the Theis method. Analysis by this methodgives a transmissivity of about 37,000 gal/day/ft for the aquifer.

In general, long duration pumping tests (72 hours) are recommended foraccurately determining the hydraul ic properties of unconfined aquifers.

The value for the storage coefficient, based on the time-drawdown curve, is2 x 10-6. This low value is more characteristic for a confined aquifer thanfor an unconfi ned one. Storage coeffi ci ents for unconfi ned aqui fers rangefrom 0.01 to 0.3.

The permeability (or hydraulic conductivity) of the saturated zone can bederived from the relationship T = K x b, where T = transmissivity,K = hydraul ic conductivity, and b = the thickness of the saturated aquifer.With values of T ranging from 37,000 to 55,000 gal/day/ft and a value forthe saturated thickness of 150 feet, the resulting hydraulic conductivityva 1 ues range from 1.1 x 10-2 to 1.7 x 10-2 cm/ sec.

d) Groundwater Level s, Di recti on of Groundwater Flow and Hydraul i c Gradi ents ofthe Unconfi ned Aqui fer

i) Groundwater Level s

1) Site

The three observation wells MW-l, 2 and 3, encountered groundwaterof the unconfined aquifer. The water levels are considered torepresent the static groundwater table, because no large waterextraction area exists close to the site. A series of water levelmeasurements were obtained with an electric sounder in the periodfrom October 1990 to February 1991. The groundwater depthsosci 11 ated up to 6 inches in each of the well s; the cause of thesevar1ati ons 1 s not cl ear.

Depths to groundwater averages 464.1 feet in MW-1, and 444.8 feet inMW-3. Groundwater elevations range from about 2140 to 2142 feet.

A Flood Control Di stri ct moni tori ng well (Number FCD-9966,see Plate 1) was constructed in 1940 near Amargosa Creek andAvenue N to a depth of 245 feet. Water 1 evel s measured in 1940 were239 feet below the ground surface. In 1943, due to water leveldecl ine, the well went dry and it was subsequently abandoned.

-12-

Compared with existing water levels at the site, the water table hasdec1 i ned about 200 feet in the 1 ast 51 years, an average ofapproximately 4 feet per year.

2) Offsite

Several Waterworks Di stri ct well s where water 1 eve1 s are regul arlymonitored are located north and south of the Air Force site (seePlate 8).

, 1

As reported for several decades and illustrated recently by Slade

(1989), a groundwater cone of depression has formed near Lancaster,north of the site, due to high levels of water extraction that haveproduced overdrafts. Recently (within the past half year), theCounty Waterworks Di stri ct has di sconti nued the pumpi ng of a numberof thei r well sin that area. Compari son of recent and earl i er waterlevels indicates that groundwater recovery is taking place, andsince July of 1989. water levels have risen nearly 30 feet. Staticwater levels within 2 miles north of the site range from 325 to 386feet below the surface, with elevations between 2131 and 2138 feet.

The two privately owned wells from E1 Dorado Water Company (seePlate 8) were drilled in 1948 and 1952. In 1948 water levels weremonitored at 262 feet below the ground surface; at the present time,water depths are in the order of 440 feet. Parallel ing theconditions of the U.S. Air Force site, the groundwater table hasdecl i ned 181 feet in the 1 ast 43 years, an average of about 4 feetper year.

The only water levels available south of the site are fromWaterworks Well 34-6, which is perforated in both the upper andlower aquifers and has been pumped intermittently. Depth to waterwas 471 feet in April of 1990, with a water table elevation of2149 feet.

Most of the measurements of water 1 eve1 s at the Waterworks well s areperformed with an air sounder, which can have a variation of up to10 feet. Because of the use of this sounding method, and comparablewater level elevations between wells, it was not possible to preparea meaningful water contour map between the site and Lancaster (seeFigure 3).

The water elevation at E1 Dorado Mutual Water Company Wells is about2170 feet. A di fference in el evati on of 28 to 30 feet occursbetween these we 11 s and the Air Force site. No exp 1 ana t i on has beenfound for these anomalous high water 1 eve1 s.

ii) Direction of Groundwater Flow and Hydraulic Gradient of theUnconfi ned Aqui fer

1) Site

Using depth to water at the three observation wells MW-l, 2 and 3,the flow direction and hydraulic gradient can be determined by

-13-

sol vi ng a three-poi nt probl em. Extremely low gradi ents exi st at thesite, with water elevation differences being less than 2 feet in adi stance of 1200 feet. Therefore, only measurements taken for thethree well s on the same day were used, to el imi nate any temporalvariations.

The hydraul ic gradient at the site averages 4 to 5 feet per mi le andis di rected towards the north-northwest at a N10° to N20° westdirection. This is the general direction toward the pumpingdepression in Lancaster, described above.

2) Offsite

The static water elevation difference between the project siteand the down gradi ent Waterworks well sin Lancaster rangesbetween zero and 10 feet. In general, the water levelmeasurements i ndi cate a northerly flow wi th a very low hydraul i cgradient, ranging from 1 to 6 feet per mile. Groundwatercontours drawn from data for 1958-1965 (Reference 1) and 1973

(Reference 15) also indicate very shallow gradients betweenPalmdale and Lancaster. Shallow gradients are characteristic ofdesert environments and are an indication of low levels ofgroundwater recharge.

The hydraulic gradient south of the site could not be determinedwith accuracy, because the only well with available staticwater 1 evel measurements (WW 34-6) perforates both aqui fers, andtherefore may not represent water table levels. The staticwater elevation in this well approximates that at the U.S. AirForce site (2142 feet).

V - GEOLOGIC HAZARDS

a) Collapsible Soils

"Collapsible soils" refers to a phenomenon also known as hydroconsolidation,near-surface subsidence, and subsidence hydrocompaction. Collapsible soilsare defined as unsaturated soils that undergo, after excessive wetting, agreat loss of volume, resulting in spontaneous ground subsidence. Thiscollapse can occur with or without additional loading.

Collapsible soils can have diverse origins, but they generally occur inarid and semiarid conditions and are of geologically young age. In theAntelope Valley, the loose, open grain structure of the collapsible soilsoriginates from their mode of deposition. Some of the alluvial fan layerswere laid down rapidly as sheet-like mudflows or debris flows, followingstorms of short duration. The sediment grains in each layer will form alow-density and porous structure, with bonding that will be maintained asthe sediment dries out. When subsequent deposition occurs, it may be sorapid that the underlying layer will not become saturated. Layers 100 feetin thi ckness or more may be bui 1 t up in thi s way. When these sedimentsbecome saturated, generally as a result of human activities, water produces

-14-

a radical rearrangement of the loose internal structure of the sand, siltand clay grains, and leads to the collapse of the sediments. Collapsiblesoils can be found in grain sizes ranging from gravel to clay.

The occurrence of collapsible soils in the Antelope Valley is widespread.It has been especially well documented in areas of residential developmentwhere the introduction of irrigation and sewage water has resulted indistress to existing dwellings.

At the Air Force site, six soil samples were tested at selected intervalsfor consolidation tests (See Table III). Three of them detected over 2%*collapse (decrease in volume), after addition of water. The maximum depthat which collapsible soils were recorded at the site was 45 feet. Thisindicates that soils have never been saturated at least to that depth.

The delicate, weakly bound in-situ grain structure is readily weakenedduring field sampling and laboratory testing; consequently, lIundisturbedllsamples are very difficult to obtain. It is possible therefore, thatadditional collapsible soil layers underlie the site, and thathydroconsol idation percentages are larger than recorded.

Spreading Grounds and Collapsible Soils

The presence of collapsible soils is an important consideration if spreadinggrounds are planned for the Air Force site. The near-surface sediments willbecome saturated and water will migrate laterally (mostly to the northeast),perching on the upper IIlow permeability layerll located at a depth of about20 feet. Most probably, several of the collapsible layers willIIhydroconsoli datell wi th a reducti on of thei r thi ckness and subsequentsubsidence of the ground surface.

At the present time the areas surrounding the Air Force site are mostly in anatural condition, with minimal development. However, it can easily beforeseen that development will encroach upon the site in the near future.If the cQnstruction of spreading grounds is decided upon, it is stronglyrecommended that the area be saturated to induce collapse of the sedimentsunder controlled conditions, prior to development. Once the sedimentscollapse, the hazard is mitigated.

b) Faults and Seismicity

No active or potentially active faults are known to traverse or project tothe site. The closest active fault is the San Andreas Fault, located 3.5miles southwest of the site. The maximum credible earthquake for thesouthern portion of the San Andreas Fault is a Richter magnitude of 8.5.

* NOTE: The 2% value is commonly used in geotechnical investigations as thethreshold value in assessing potential damage to a structurelocated over these soils.

-15-

TABLE II IRESUL TS FROM LABORATORY CONSOLIDATION TESTS

Depth Unified SoilBori ng if Classification % Hydroconsolidation~ "'

1 5-6.5 SM 1.7- ~ 3 10-11.5 SM 2.9

2 28-29.5 SM 1.2

6 29-30.5 SM 3.0

4 44-45.5 ML 4.1

5 64-65.5 SW 1.8

-16-

The recurrence interval for a magnitude 8.0 earthquake on the southernportion of the San Andreas Fault is on the order of 150 years. As thissection of the fault has not experienced a major earthquake ()8.0) duringthe past 134 years, an event of this size can be expected during the designlife of the recharge installation. During such an event the site isexpected to experience a peak horizontal acceleration of approximately0.7 g. The duration of strong shaking ().05 g) could last as long as70 seconds.

c) Liquefaction

The near-surface alluvial soils at the site consist of loosely consolidatedsilts and sands. If, in a saturated state, these materials are subjected toearthquake shaking during a major seismic event ()8.0 magnitude) they willliquefy. Sand boils and ground fissures are likely to develop, andassoci ated damage to structures and underground i nsta 11 at ions can besignificant.

d) Subsidence

As a result of groundwater withdrawal in the Antelope Valley there has beena concomitant subsidence of the land surface. For the 1955-1967 timeperiod, the ratio of land subsidence to water level decline has been 1:20

(U.S.G.S., 1968, Reference 14).

Studies by the U.S.G.S. (op. cit.) and Los Angeles County (1973, Reference10), indicate that the primary foci of subsidence in the Lancaster area arecentered at Lancaster Blvd. and Sierra Highway, and at Ave J and 70th StreetEast. As much as 1.5 feet of subsidence has been reported over a 5 yearperiod in these primary subsidence depressions. These locations areapproximately 5 miles north and 8 miles northeast of the site, respectively.

Subsidence at the site for a 5 year period, presumably during the late1950 i S and early 1960 iS, was 0.02 feet/year (Los Angel es County, 1961,Reference 9). Subsequent studies (U.S.G.S., 1968, and Los Angeles County,1973) report approximately 0.1 foot of subsidence between 1955 and 1967 and0.1 foot of subsidence between 1966 and 1971, respectively. These estimatesyield average yearly rates of subsidence at the site of approximately 0.01to 0.02 foot/year.

VI - DISCUSSION

a) Proposed Spreadi n9 Grounds

Resul ts of thi s i nvestigati on i ndi cate that the development of spreadi nggrounds at the site is feasible.

A value of hydraulic conductivity of 10-3 to 10-4 cm/sec is estimated to bean average for sediments in the upper 100 feet of section. Limitation ofthese values with reference to unsaturated conditions are described insection IV above. "Low-permeability layers" (see section III) underlie theentire site and will act as temporary barriers to the downward percolation

-17-

of water. Water will temporarily perch on these layers and flow laterally,mainly in a northeasterly direction, parallel to the inclination of thebeds. Because the "layers" pinch out laterally, water will eventuallype rco 1 ate downwa rds.

The distribution of the "low-permeability layers" (see section III above),changes from west to east. The "layers" are less numerous, deeper, andthinner in the eastern half of the site.

- i Spreading basins proposed on the western half of the site, west of AmargosaCreek shoul d be shallow, no more than 5 to 8 feet deep, because of thepresence of a near-surface "1 ow-permeabi 1 ity 1 ayer". Thi s fi rst "1 ayer"occurs about 20 feet below the surface and is approximately 2 feet thi ck(see Plates 2 through 5). If the excavation for the basin reaches thislayer, it should be penetrated to avoid perching and lateral migration ofwater. No additional "low-permeabil ity layers" occur to a depth of 40 feet.

If the proposed basins are located on the eastern half of the site, east ofAmargosa Creek, the recommended invert depth has fewer restrictions, becausethe first "low-permeability layer" occurs at about 40 feet below thesurface.

It is recommended that a large-scale percolation test be conducted prior toconstruction of the spreading basins. The test plot should be approximately50 i X 50 i in area and 5 feet deep.

The recharged water will probably take a long time to reach the water table.A rough ca 1 cul ati on for "travel timell based on permeabil iti es, di scl oses thefollowing: a) for a hydraulic conductivity of 10-5 cm/sec, the water willrequi re approximately 50 years to reach the groundwater table; b) for ahydraulic conductivity of 10-4 cm/sec the water will reach the groundwatertabl e in about 5 years. These numbers are based on the values obtained frompercolation tests at the site, and also on published studies of percolationra tes.

We understand that the short-term recovery of the recharged water is animportant consideration for this project. It is evident from the "traveltimes" that short term recovery is not likely.

b) Proposed Injection Wells

Injection into the saturated zone at a depth of 460 to 600 feet appearsfeasible from a geologic point of view. The acceptance rate of injectedwater into the saturated zone is approximately 70% of the pumping extractionrate.

Injection into the saturated zone offers several advantages over spreadingbasin recharge. There is no time lag between injection and recharge of thegroundwater table. In addition, deep injection into the saturated zoneavoids potential geologic hazards such as hydroconsolidation andliquefaction of shallow alluvial sediments. The disadvantages of injectioninclude lower overall volume of recharge and the higher capital andma i ntenance cost.

-18-

Deep injection into the saturated zone may be less desirable owing to waterquality considerations. We understand that the removal of certaincontaminants in the recharged water may require the water to percolatethrough a certain thickness of unsaturated sediment. Injection into theunsaturated zone at selected depths may allow the recharged water topercolate through the required thickness of sediments and thus remove theaforementi oned contami nants. However, the rate of acceptance of rechargewater would probably be lower than for injection into the saturated zone.

In addition, maintenance of injection wells in the unsaturated zone iscostly and problematic. The effect of alternating wet and dry conditionsassociated with periodic injection may accelerate bacterial and algalgrowth, and promote scale buildup on the well screens.

VI I - FINDINGS, CONCLUSIONS AND RECOMMENDATIONS

a) Fi ndi ngs

1. The site is part of the Lancaster Subbasin of the Antelope Valley, withan upper unconfi ned aqui fer and a lower confi ned aqui fer, separated bya Blue Clay low permeability IIseparatorll.

2. The unconfined aquifer at the site is about 600 feet thick, with asaturated thickness of about 150 feet. This aquifer is underlain by the200-foot thi ck upper zone of the Bl ue Cl ay. The lower zone of theBlue Clay, which was not encountered to the depth explored, is locatedat a depth of about 800 feet.

3. Sediments at the site in the unconfined aquifer consist of interbeddedsilty sand and silt, with thin layers of clay. The sediments areextremely well graded and range from clays to gravels.

4. IILow-permeability layersll were encountered in the shallow subsurface (toa depth of 70 feet). These layers dip gently ((1°) to the northeast,are generally 2 to 10 feet thick, and are not laterally continuous.

5. The IIlow-permeability layersll are expected to exist below 70 feet to thebase of the unconfi ned aqui fer.

6. Within the upper 70 feet, the "low-permeability layersll are fewer,thinner, and deeper on the east side of the site, as compared with thoseon the west side of the si tee

7. The sediments in the shallow subsurface (to 70 feet deep) are looselyconsolidated and have unsaturated hydraul i c conducti vi ti es that average10-3 to 10-4 cm/sec. The hydrauli c conducti vi ty of theIIlow-permeability layersll is on the order of 10-5 cm/sec. These valuesrepresent hydraulic conductivities measured in a horizontal direction.

8. The unsaturated hydraul ic conductivity of the deep unsaturated portion

(below 70 feet) of the upper aquifer, to the water table (+450 feet) ison the order of 10-4 to 10-5 cm/sec. These val ues represe~t hydraul i cconductivities measured in a horizontal direction.

-19-

9. Recharge in spreading basins may be limited by the "low-permeability"silt layers which may cause locally perched-saturated conditions.

10. The depth to the groundwater table at the site is on the order of 444 to464 feet (elevation about 2142 feet).

11. The groundwater table at the site dips gently to the north-northwest ata gradi ent of approximately 4 to 5 feet/mi 1 e.

12. A pumpi ng test performed in nearby privately owned well s resul ted inpreliminary estimated transmissivity values for the unconfined aquiferranging from 37,000 to 55,000 gals/day/ft.

13. Calculations based on transmissivity indicate that the hydraulicconductivity of the saturated unconfined aquifer is in the order of 10-2to 10-3 em/sec.

- ¡

14. There is apparent hydraul i c conti nui ty between the groundwater at thesite and groundwater in the Lancaster area.

- J

15. The estimated length of time needed for surface or spreading basinrecharge to reach the groundwater tabl e is on the order of 5 to 50yea rs .

16. The soils at the site are subject to hydroconsolidation to a depth of atleast 45 feet.

17. An earthquake of Ri chter magni tude 8.0 or greater can be expected duri ngthe design life of the recharge installation, with a peak horizontalacceleration of 0.7 g.

18. The unconsolidated soils at the site, to a depth of about 45 feet, maybe subject to 1 i quefacti on duri ng a major sei smi c event, if they becomesaturated by water recharge.

b) Conclusions

1. Recharge through shallow spreading basins is feasible, with the mostfavorable location being the east side of the site. Recharge waterfrom spreading basins wi 11 take from 5 to 50 years to reach the watertable, i.e. before it can be recovered by pumping.

2. Recharge through deep injection below the water table (about 450 feetbelow ground surface) appears to be feasible, with a recommended maximumi nj ect i on depth of 600 feet.

c) Recommendations

1. If spreading basins are selected as a means of recharging thegroundwater basin, they should: a) be located in the east portion ofthe site, where the greatest potential for total recharge occurs; and b)be excavated and flooded under controlled conditions in order to inducehydroconsolidation of the subsurface soils prior to development of thesite area.

-20-

, -

2. A large-scale percolation test should be conducted to further evaluatepercolation rates of near-surface sediments. The test plot should beabout 50. x 50. in area and a minimum of 5 feet deep.

3. If injection wells are selected for recharging the aquifer, a pilot welland observation wells should be drilled at the site and a minimum72-hour pumping test should be performed.

4. From a geologic perspective, any location within the site is acceptablefor the proposed injection wells.

Prepared by: Rev i ewed by:

~-'/C~ .K i. sl ieSenior Engineering Geology Asst.

~í). . ?1-~'~Lidia LustigEngi neeri ng Geol ogi st

~~? ~/--Art eeneEngi neeri ng Geol ogi st I I I

-21-

LL/KL:shME-1/13:KL/9

REFERENCES

1. Bloyd, R. M., Jr., 1967, Water Resources of the Anteiope Valley - East KernWater Agency Area, California, U. S. Geological Survey, Water ResourcesDivision, Open File Report.

'1 2. Bouwer, H., and Rice, R. C., 1976, A Slug Test for Detenmining HydraulicConductivity of Unconfined Aquifers With Completely or Partially PenetratingWell s - Water Resources Research, Vol. 12. No. 3 (424-428).

3. Bouwer, H. 1978, Groundwater Hydrology.

4. Bull, W. B., 1964, Alluvial Fans and Near-Surface Subsidence in WesternFresno County, California, U. S. Geological Survey Professional Paper437 -A.

5. Driscoll, F. G., 1987, Groundwater and Wells, 2nd Edition, Johnson Division,St. Paul, Mi nnesota.

6. Earth Manual, 1960, U. S. Department of the Interior, Bureau of Reclamation.

7. Hvorslev, M. J., 1951, Time Lag and Soil Penmeability in Ground-WaterObservations, Bull. No. 36, Waterways Experiment Station, Corps of EngineersU. S. Army.

8. Johnson, H. R., 1911, Water Resources of Antelope Valley, California - U. S.Geol ogi ca 1 Survey, Water Supply Paper 278.

9. Los Angeles County, 1961, Antelope Valley Subsidence Study, Isobase MapShowi ng Verti ca 1 Movement in Feet Per Year, Department of the CountyEngineer.

10. Los Angeles County, 1973, Antelope Valley Subsidence, Showing Equal Lines ofSubsidence, Department of the County Engineer, Survey Division File Map65-58.

11. Los Angeles County, Department of Public Works, Land Development Division,Geology and Soils Section - February 22, 1989 - Antelope Valley SpreadingGrounds Study, Phase 1 - Prel imi nary Report.

12. Slade, Richard C., August 1989 - Hydrogeologic Assessment for Constructionof New Emergency - Supply Water Well, Antelope Valley, Los Angeles County,for ASL Consulting Engineers.

13. Slade, Richard C., January 22, 1991 - Memorandum With Reference toCorrelation of Electric Logs for the Palmdale Area.

14. United States Geological Survey, 1968, Geologic and Hydrologic Maps of theSouthwestern Part of Antelope Valley, California, United States Departmentof the Interior.

15. United States Geological Survey, 1987, Geohydrology of the Antelope ValleyArea, California, and a Design for a Groundwater Quality Monitoring Network.Water Resources Investigation Report 84-4081, by Duell, F. D., Jr.

APPENDIX A'

BORING NO. B-1SHEET 1 OF 2LOG OF SHALLOW BORINGS

iOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY' BORING lOG

Job DescriptionJob No. Y504940AE 1 eva t ion 2593 feetDri 11 ed by 0 & M, Bu Mattis

u.s. Air Foree - Amrgosa Site Da telogged by K.C.L., L.L. C1 i ent Hvdraulic/Water ConervationBoring location ' S/O Ave N, , E/O 10th Street WestRi g Calweld IS" bucket augerS amp 1 i ng Equ i p. Bulk Ring

5-21-90

(f::a:cC:Ewa:

Starteddrilling ø

I 1:00 am on5/21/90

12: GBORE

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, ..Cp ç:

,- ,'d ,

0-"-,'-, v-, , ', 0-'"',.::;~

lITHOLOGIC DESCRIPTION

CJo..(,~a.cCa:CJ

Silty San, with sam coase sand to gravel sized material, light brow,dry, 40% silt, 55% sand, 5% gravel. Lithology of gravel fraction - qutz,

granitics and schists.

Beccmng coaser ø 5', gravel with ma~ diarter of i to 2", anlar,

granitics - weathered biotite grain, cobbles, qutzite 2" to 3" rn.diarter, anlar to subanlar.

Silty Sand, light brow, dry, 25% silt, 60% fin to coase sand, 10-15%

gravel, porly sorted, rn. cobble size 2" diarter.

Gradin to a gravely san, light brow, dry.

-----------_.- ---- ..._.- "._. ---._. -.. --San Silt, oran brow, dry, 60% silt, 40% san, untable mineral and

rock fragnts altered to a "*ite clay.

t)

Silty San, light brow, dr, sam gravel in samle,15% silt, 80% san, 5% gravel.

ø 25' inrease in % gravel in samle.

ø 26' silty san, 30% silt, 70 % san.

_._-~--- ._-_._-._... ---_.

A-1

LOGGED BY K.C.L., L.1.

BORING NO. B-1SHEET 2 OF 2

DATE 5/21/90

(J~a:c(::wa:

(JW.. ~Il 0:: ..c( J: 2(J ,.i- -

Il aa J:w aa Il- c(~ ~ a .... ~ a::: ~

m a:

'.. '-.. ~'-;~'..:'".~o.:

,"J-." -, a

-:~-:_-~

- -

"_A_,

~~-~---o~ ..- -.. , .~..-:

. '

- -0,-'.-- '--'--

D -_...6, '

. -,4-,.-- ~. ...'-'. .- '-... ., , '

~,~- -

."... .- -...,. Q

~ --". --~ :.... -

'.

12: GBORE 1

LITHOLOGIC DESCRI PTION

Silty Sand, light brav, dry, 30% silt, 70% sææ, sand fraction ranes

frem fine to coase grained, saæ granules ææ gravel in samle.(9 34' increase in % gravel in samle, gravel I to 2" ma. diaater,

lithology of gravel, quatz (vein), schists, ææ granit ics.

-- "----- ..Sandy Silt, oran bra., dry ~table ~aii. anee'rock- fraggntš-."- - ,- -altered to a i-ite clay material, 60% silt, 40% sææ, porly sorted,anlar grain.(9 4 l beccm finr (mre silty) and mre mist with depth.

----------------------______ A__.~______._______ _ __

~

Silty Sææ, oran brav, fin to coase grained sææ, anlar,slightly mist, 30% silt, 70% sææ.

Color of samle alterntin betwn oran brav and light brav.

(9 54' increase in granule fraction to 10% of samle.

(9 57' silty sææ, oran brav color, slightly mist.

Silty Sææ, oran brav, slightly mist, 40% silt, 60% sææ, minor

granles.Sææ content in samle inreasin to 70 to 80%.

Total depth 69', no grOLter enamtered.----------- -_.

A-2

BOfUWcNO. B-2SHEET i OF 2LOG OF SHALLOW BORINGS

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY BORING LOG

Job Oeser; pt; onJob No. Y504940AE 1 eva t; on 2602 feetDr; lled by 0 & M, Bu Mattis

u.s. Air Force - Amgosa Site Date 5/23/90Logged by K.C.L., L.L. C 1 ; en t Hydraulic/Water ConervationBor; ng Loea t; on 1670' S/O Ave N, 630' E/O 10th Street West

R; g Calweld 18" bucket augerSamp 1 ; ng Equ; p. Bulk/Ring

ø~a:c(:Ewa:

Starteddrilling ø

i i: 15 am on5/23/90

Had drilling

1,2: GBORE

øw~ CJ0- 0:E ~c( :: ..øl- - 0

0- CDXw CD- 0-0 ..c(~

CJ a:~:) 3; CJaa a:

Ci-~~ ;:

l- e,'-

i- -~

EI-- '-

0t- ~:~i- --- "- .- 0 --ir- .h_ _-. ,- -

0 -- -, .-

.J'- 0

i~ -

--L;'_ ., .-,- -l a- - -

0- - -,

20 -

- -'- .-

- :.:: '-'

- -; ~~~- ~,~."~

25 ~,:.--.~..~~~ ~

- -~ ¡,o

..:: .0';;d

J d -;n- -

301-

LITHOLOGIC DESCRIPTION

Silty Sand, oran brow, dr, sand rans fran fine to coase grained,anlar, saæ granules an gravel in samle, silt 30%, sand 70%,

granules and gravel c: 5%.

Becan coaser ø 5'.Litholog of gravel fraction, predannently schists and granitics.

ø 8', percent gravel in saale inreasing to 10%, saæ cobbles up to

3" in diaater, anlar to sublar.

Silty Sa, oran brow, dr, san rans fran fin to coase grained,saæ granules, silt 20%, san 75%, granules 5%.

ø 17' samle color is light brow.

Sa Silt, oran brow, dr, silt 6070%, sand 300%, minor granulesand gravel.

Silty San, light brow, dry, san ranin fran fin to coase, miorgranules an gravel, silt 10-20%, san 80%, granules and gravel 5%.

ø 26', gravel % in saale inreain to 10-15%, saæ cobbles, anlar,

to 2" in ma. diaater.

A-3

LOGGED BY K.C.L., 1.L.

BORING NO. B-2SHEET 2 OF 2

DATE 5/23/90

enw

en..Q.~ ::

cc -C J:-C en ,.:: i- ãiQ.W W Q)cc -~ ~ 0 .... ~:J

CD cc

3

Sa nninfran bucket

Drilling~OOi~tedê 5: 15 pn

12: GBORE1

3

4

4

5

5

~o..2J:Q.-ccc~

" -~.~-g. ~~..,.;.... ',:N ~

,:-.-. ~

~~~-'- "-

LITHOLOGIC DESCRIPTION

-

Silty Sa, light brow, dry, sand ranin fran fine to coarse grained,

saæ granles and gravel, silty 10-20%, sand 70-80%, granules and

gravel to 10%.

~. ---'- --._------------------- -----~---._---------- ------ --- . --_._---- ------ --'Sa Silt, oran brow, dry, silt 6070%, sand 300%, untable mieralgrain an rock fragnts altered to a white clay material.

~""',.., '--~ 7-,'-_\~-.~- ~, '"

.f~7:~ Becan irre san at depth.~?=~;..--"'."-"

-_._- --- _._-_.-_._---- -_.

Silty Sa, light brow, slightly irist, san fine to coase grained,

:,-:' ò silt 20%, san 70-75%, scattered gravel (less than 3%), loose.

)" .--

o 6' ~" 0 ,.. ,~,Ð.

,:_,~7:'J

.,':;, a" -. n '-;.a.'..,- .,~ --,;' ';.' D,ff ~.~'.-;,¡'~ -. .,', .

, V.. -,)'- ,"

_ t..: i:

r-

Becan coaser grain with depth.

Percent gravel in saIle inreain to 10%, cobbles, anlar, up to

2" to 2i" in ma. diater.

Sale color chan - bean irre oran brow.

Litholog of gravels, predantly schists with saæ qutz (vein),qutzite, grantics an anrtosite?

Silty Sa, oran brow to light brow, slightly irist, san fin tocoase grain, silt 20%, san 70%, scattered gravels to 5 to 10%.

"-

Total depth 70', no grouter encextered

A-4

LOG OF SHALLOW BORINGSBORING NO. B-3SHEET 1 OF 2

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY BORING LOG

Job DescriptionJob No. Y50940AEl eva t ion 2585 feetDri 11 ed by 0 & M, Bu Mattis

u.s. Air Force - Amgosa Site Date 5/24/90Logged by K.C.L., L.L. Cl i ent Hydraulic!Water ConervationBoring Location 720' S/O Ave N, 2990' E/O 10th Street West

Rig Calweld 18" bucket augerSamp11ng Equip. Bulk/Ring

en~a:c(:Ewa:

, Started drillingê 9:00 am on

, 5/24/90.

RRin san, frem bucket.

1 Hole caving

badly ê 6-10'.

Mu cavin.Contamt ionftem highersand rich zons

12:GBORE

enw.. ~a. 0:E ..c( :: ..en i- -

52a. aa ::w aa- a.a ..c(~.. ~ a:

:) !: ~aa a:

. - .-"- -.-. -

: ',0'-

- -'J~'.'-j '-,-,, -'--

1.-~ -"

.;i"...._

",

1

o 0."'~-; o. -

2

---'"~ . ". .().

.. ~

..:~ ,".z .", . ,

. "-.

LITHOLOGIC DESCRIPTION

u. '__P" _ ____.. ..

- ,-

. 'un _._. "___ ___ ._on__._.___

Silt, mior san, light brow, very dr, no coase material, wind

-:i '_____,____'.. .---'---"_'_...___,_'u"."..",, _ , , "Silty San, light brow, dr, iwst san in the fine to iædium size

class, mior granules an gravel, silt 20-30%, sand 6070%, granules

an gravel ~ 5%.

. ,)",San beccm coaser with depth an less silty.

Silty Sand, light brow, dr, silt 20-30%, sand 60-70%, mior

granules an gravel.

. ",..

ê 18' granules an gravel fraction increasing to 5-10% gravel up to

3" in diarter, anar, lithology of gravel-schists, granitics an

vein qutz.~

'.

ê 23' samle gradin to fin to coase san with mior silt, light

brow, dry.

San Silt, oran brow, dr, silt 6ò%, san '3' granules an

gravl 5-10%, beaæs iwre san ê 26.5,'.Silty Sa, oran brõwrï;-dd-;'gräVeI;P's'îl-2U"m-~""'- ,,--,-- -_..- .."san 6070%, gravl 10%.

A-5

LOGGED BY K.C.L., L.L.

BORING NO.SHEET 2 OF

B-32

DATE 5/24/90

(f::CCce:EwCC

Material sticksin bucket.

12: GBORE1

(fW..0-:Ece ::(f ..I- -

0- CD

W CD-:: " c "".. ¡;~CD cc

, " ,-: ~

- -- -

- -- -"

o . ..-" -- --

- ..... ~

~"'..:.-;,-.~~ '.-.~, -0()~ .....-:. '?, ,

Q.' --' Q.;."_,'ø.. 0",,' e.,"o . '''

..: . .0

LITHOLOGIC DESCRI PTION

"o..2::0-cecc"

Silty Sand, orane brCM, dry, becaæs coarser and less silty with depth.

Silty Sand, oran brCM to light brCM, slightly IIist, 20-30% silt,60-70% sand.

Silty San, oran brCM, slightly IIist, 35% silt, 40-60% sand,

5-10% granules and gravel, untable miral grains and rock fràggnts

altered to clay materiaL. Dense to very dense.

-: 0

'- Silty San, orane brCM, slightly IIist, lowr % of silt than in35-2' zon.

~

Silty Sand, orane brCM, slightly IIist, silt 40-50%, sand 500%.

Sandy Silt, oran bra., slightly IIist, silt 60-7Ö%, sand 300%. ----------

Gradtionl chane to a silty sand, redish bra., predannatly fineto coase san with silt, saæ pea gravel, silt 20-30%, sand 70-80%,

gravl 5%.

-'Q

~ 54' scattered gravel in silty san samle; gravel up to 2" in ma.diamter, 2-3% of samle.

Silty SaColor ch to yellowsh bra..

r;.o ~ 60' silty san, reddish bra., thin layer.

o~" : ö ~ 62' silty san, coase sand with gravel up to iii in diamter,~,-.~ 3% of samle.'-'4." ", '-.-""

-oJ ".."-. ~ ~

.".:-'-

" Silty Sa, reddish brCM, silt 10-15%, sand predantly iæium tocoase grain. Thin layer 6".

-,..

Total depth 70', no grOlter encootered, cavin.

A-6

LOG OF SHALLOW BORINGSBORING NO. B-SHEET i OF 2

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY BOR I NG LOG

Job Descri pt ionJob No. Y504940AE 1 eva t ion 2605 feetDri lled by 0 & M, Bu Mattis

u.s. Air Force - Amrgosa Site

Logged by L.L., S.L.Boring Location 2040'Ri g Calweld 18" bucket

Da te 5/29/90C 1 i ent Hydraulic/Water Conervation

S/O Ave N, 1390'£/0 10th Street West

Samp 1 i ng Equ i p. Bulk/Ring

LITHOLOGIC DESCRIPTION

(f::ccce:Ewcc

(fW..0.:Ece(f

:: ..I- -0. CDW ~C ""

"o..o~0.ceCC"~ "~ ~

CD cc

i

.~:;:.,ø_ _'

-: ,-ii..- ~ Sandy Silt, m:rate yellow bra., scattered gravel to i" diamter,

loose.

~ ...~ ':0 i :::. "."0.. -0-

Silty San:-ñXerate-'yeÜowbrM~-slTL-4Ö%-;sand- 60% fli-t6 coase

grain, loose, slightly IIist.Silty Sand, dak yellowsh bra., silt 20-30%, san fine to coase,

3% gravel up to 2" diamter, anlar to subanlar.

Gravelly San, m:rate yellow bra., gravel 20%, san fin to iædiLm

65-70%, silt 10- 15%, loose.

Silty Sand, I!erate yellow bra., san iædÍl.B to coase 8090%,

silt 10-20%.~:,-.'" -. .'"

" : -.0,., 1

i.6 .--.

. ,.-,"~-'.r-:., Scattered gravel up to I" ma. diamter, 2-3%, loose.p:.,..~.~~...~

2 ~~- .- ,..-~ ...:- Silty Sa, m:rate yellow bra., iæiUI dense.

:.-.-",".. .'-.- .'7".... ~ 23' thin layer of silt, 3 to 4" thick.

2 '7",,~. .

~..~''' Silty Sa, saa as ab... . ~

~7;.;'

J

Silt m:rate ellow bra., 50% silt, s

Silty Sa, sam as ab.me to coase,

12: GBORE

A-7

LOGGED BY L.L. ,S.L. .

BORING NO. B-SHEET 2 OF 2

DATE 5/29/90

:. ".. ¡;æ cc

(fW..0.:Ec((f

"0..:: .. 2I-

ãí ::0.w CD 0.- c(c ""

cc"

(f:.ccc(:Ewcc

12: GBORE1

....~.

LITHOLOGIC DESCRIPTION

Silty Sand, sam as abe.---- ---_.__._------------._- -"-- -"----------- --- ..-

Sandy Silt- -,

~.: -'.::-:

.' .'..

-, -

. ,

.'.:-.;.~~ .~. ~--- .

~ _.'- - -..~~ -'

, '- ...:.~'-'-~:"".'", ~- .," ~

: .77~ ",:'

£) ..,."6'.~.. '0. "8

,i~:~~9

0, .-~'.~

~ '-., '

'-

.... ,_.___.__._ u__.

------------Silty Clayey San, abt mite altered feldspar grains, maker bed?-"-.Medii. dense to dene, sem-inurated, iædiUI to coase grained.

-"----...... --'-'~".-. -_._-_.._---.._--.---- ...- - -.-. - .-..~-----~.._-~-,~... ---...---- .-.--.

Silty San, I!erate yellow bra., iæiUI to coase grained.

"-- _.. ._-~----_. .._-- ._._~- - .-.-... ._- - -

Sa Silt, yellowsh bra., 50% silt, increase in silt cootenE -WitÏi-'- .,-depth to almst 100% silt, interbeds of silty sand.

~ 46 i,-giadtiòni-clane---o - . sIlty šãã ttãíi 50%';'50'% to '60%"sand,1107-'š-ilt ~

Sil ty -Sancf;-iIr:.itë-yeÌlëMbrïirl;" san tiito 'c6ãsë-80%"~ 'š iIt 20%, -.

looe, slightly IIist.

------------Gravelly Sa, I!erate yellow bra., san fine to coase, grav~i'~ -'t~ .~i, 'diamter, 5% of samle, loose.

Silty Sa, scattered gravel 5-10%, fin to granules, gravel up to I" in

diaater.

Silty Sand, m:rate yellow bra., san fin to coase, silt 15%, loose.

'-"-- Silty Sa, m:rate bra., sam as ab.., .

- ..". .

.~-'

----------------~-----~- ,._-~.._._--

cxter encootered.

A-a

LOG OF SHALLLOW BORINGSBORING NO. B-5SHEET i OF 2

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY BORING LOG

Job Descri pt ionJob No. Y504940AElevation 2587 feetDri 11 ed by 0 & M. Bu Mattis

Air Force - Amrgosa SiteLogged by S.L., L.L.Boring Location 67~Ri g Calweld 18" bucket

u.s. Da te 5/30/90C 1 i ent Waterwrks L.A.C.D.P .W.

S/O Ave N. ::020' E/O 10th Street West

Samp1 ing Equip. Bulk/Ring

(fW.. "(f 0. 0:: :E ..

cc c( :: ..c( (f I- - 20. CD:E w CD ::w - 0.C ""cc :: c(

.. " cc~ ~ "CD cc

Started drilli .'-.-~ 8:00 am on

",- .--

5/30/90 -,.'.

. -

'-..- ..

i

i

, '.

12: GBORE

.. . l) ~~~ --. . lj.."-- :..Q.. !'-~()-.~

'.~,,--

.ò..'~_..~..ff:

..--... . ,

~-', '

-" .--

- -, ,

" ,..-'~-' --"'-.-'

~..,..: ..:.'

:... .~.

LITHOLOGIC DESCRIPTION

Sandy Silt, I!erate yellow brCM, soft, sand 15%.'--Silty Sand, I!erate yellow brCM, san fine to iædiUI graine,silt 15-20%, iæiUI dense.

Silty Sand, I!erate yellow bra., san fine to coase grain,granules 3% subanlar to anlar grain.

Silty Sand, I!rate yellow bra., fine to coarse grained, IIre finesan ~ 5', silt 20%, porly sorted.

Silty San, I!erate yellow brCM, fin~'~i~~U'siït---iÕ%:'''poiìy'

sorted.~ 10.5' san, I!erate yellow brCM, fin to iædiUI, I!erate sorted,

silt 10-15%.

. ..._._._.~----.__._._------_.__.._- --.._- .---

Silty San, I!erate yellow brCM, san fin to coase, porlysorted, granules an pebbles 5%, silt 15%, loose.

-, -

Silty San, m:rate yellow bra., san fin to iædiUI, m:ratesorted, 10-15% silt.

Sa Silt, I!erate-k yellow bra., grains very fine to fin,m:rately well sorted, silt 6070%, IIre plastic, iædiUI dense,

tho

~-~'-'-"'---- .-

--------_.._-- .._-------._._,------- -

Sa, I!erate yellow brCM, fin to coase, porly sorted, granules

3%, silt 10%.

Silty Sand, dak yellow bra., fin to iæiUI grained, I!erate sorted370 anules 25% silt IIist.

A-9

LOGGED BY S.L., L.L.

BORING NO. B-5SHEET 2 OF 2

5/30/90 .DATE

(fw

(f ..0.:: :E

cc c( ::c( rJ ..:E I- -

0. CDW W CDcc -:. " c "".. ¡;~

CD cc

3

3

4

-.0'. ". .--

~..'.'.

. .:.-,

..

4

" -.: ' .

-flowng

5San~

fran bucket..'--

5

- -~ ~

6:

-,

6

0-

..7

12: GBORE1

LITHOLOGIC DESCRIPTION

"o..2::0.c(cc"

Silty Sand, sam as ab.~- -----San, dak yellow brCM, fine to iæd. gravel, 10% silt:' m::-õõte~-----uIIist.San, 1I. yellcx bra., fine to coase grained, 10% silt, porly sorted.

Sam

Sa, slightly finr than ~ 35'.Silty Sand, dak yellow bra., very fin to fine grained, silt 30%, IIist,

well sorted. Becan mre silty with depth.--,.,--------__._.~_..~_~_.._. u .... _ _

San Silt, dak yellow bra., silt 50%, very fine to fine grained, mist.

~ 39.5' clay rich zon 6" thick.~ 40' Clayey san, light bra., IIist, weathered feldspa grain.

~ 41' Clayey silt, 1I. yellow bra., IIist, hard, 10-20% sand.

~ 43' Clayey silt, decreas~~~y_c~__~I!L~g!.~o_!:~5!~_.___,_,_,_,_,

Silty Sand, 1I. yellow brCM, silt 30%, 1I. well sorted, subanlarto-'--,.

anlar .Sa as ab, fine to coase grain, porly sorted, coasen d~'ad,slightly IIist, c: 3% granules.

.~ 48' Silty San, very fin to coase grained, porly sorted, silt 25%.

~ 50', sam, very loose, 20% silt.

San, fin to coase grain, 5-10% silt, porly sorted, subanlar to

anlar, 3% granules an smll pebbles.

Silty San, 1I. yellow bra., fin to very coase grained, porly sorted,

5% pebbles - mstly I", silt 20%.

~ 56' gradin to sand, less silty.~ 57'Silty san, dak yellow bra., fin to very coase graind, abundat

~ite feldspa grain, silt 20-30%, mior pebbles.

SamSan, 1I. yellow bra., fin to iæÍtm grained, 1I. sorted, few MMite

grain, silt 10%, anar to subanar.~ 62' sam, fin to coase grain, porly sorted.~ 63' sam, 5% pebbles (c I") an granles.

~ 66' sam.~ 64' sam, fin to iæiUI grained, silt 15-20%.

----.--_._--_._." ."

A-10

BORING NO. B-6SHEET i OF 2LOG OF SHALLOW BORINGS

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUP

GEOLOGY BORING LOG

Job Descri pt ionJob No. Y5094()E 1 eva t ion 2588 feetDri 11 ed by 0 & M. Bu Mattis

u. S. Air Force - Amgosa SiteLogged by K.C.L.Boring Location 1580'Ri g ealweld 18" bucket

Da te 6/4/90C1 ient Waterwrks L.A.C.D.P.W.

S/O Ave N. 4200' E/O 10th Street West

Samp1 ing Equip. Bulk/Ri

(f::ccc(:Ewcc

_ ßtarted drilling

;9 9:45 am on514/90.0-5 ft. sand

'nmin franbucket. Caingbadly ~ 2-6'.

;Caing 9-13' .Sand ruin'fran bucket.

,Sand ruinfran bucket

,~18' 11:00 am

Breaka.:Begin again ati I : 35 am

'~ 22' sand,stayin inbucket.

San ruinin bucket.

12: GBORE

(fW.. "0. 0:E ..c( :: ..(f I- ãi 0

0. ~W CD- 0.C ""c(:: " cc..~ ¡; "

CD cc

~-,. ,- ..~. ....~.

0- .

0.

"

_ "

.. 0

tt

o

-," '

" -.. ..

LITHOLOGIC DESCRIPTION

Silty San, lIerate yellCM bra., dry, mainly fine to iædiUI grained.Becan IIre silty at 3'.

, -

Silty San, silt 15%, san 80%, mior granules and gravel,

gravel - anlar, danted by qutz an schists.

'-Silty San, sam as abe, silt 15-20%, sand 70-80%, mior granulesan gravel.

Beanng IIre silty, finer grain san.

o Silty San, m:rate yellow bra., slightly IIist, silt 15%, san 80%,

granes to gravel 5 to 10%.

.. '

-,0

Granles/gravel % increasin in samle to 20%.

A-11

LOGGED BY

- ,

K.C.L.

BORING NO. R-hSHEET 2 OF 2

DATE 6/4/90

LITHOLOGIC DESCRIPTION

(f::ccc(:Ew, ì CC

- iSan stayingin bucket.

~

Haing to dig- isamle out ofbucket.

San nningin bucket.

San nningin bucket.

Finisheddrilling ~

2:40 JD on

6/4/90.

1 (: GBORE1

(fW.. "0. 0:E ..c( :: 2(f ..l- i ::0.

w CD 0.- c(:: " c "".. ¡; cc~ "CD cc

., '-~

Silty Sand, lIerate yellow bra., slightly IIist sand 70-S0%,silt 15-20%, granules and gravel 10-15%.

-..- --._----- ------._-

"

'-'C Silty San With Minor Clay, light bra., slightly IIist, well sorted,instable mineral grain an roc fraggnts altered to a white clay,

- silt 40%, sand 50% mior granules an gravel. Increasin clay

content in samle with depth, slightly IIist to mist.-'

- -~- -- -~'-~~....

. - '

-=. . .--

. .. .-- "-~- "-, '-.~ -

~'-" '.... -,

, '

-- ---- ._---------- .'.'--- --------..- ---- --~-------_._---_...~------_._- .._-_. ... .. ._- --.-.._---- ----Silty San, m:rate yellow bra., slightly mist, sand 70%,silt 15-20%, mior granules an gravel.

---_...._---,---_...,-- "-'---''''--._k..._ __.' _ n _,__

Silty San With Mior Clay, light brCM, IIist to slightly IIist,

well sorted, silt 40%, san (fin) 50%.

_.- - ~---'-'---'-..- ~ ... ...----._-------_.-._-----._._----_....Silty Sa, light bra., mist to slightly IIist, san 60%, silt 3035%,

mir granules an gravel.

60' mior silt/san lene. --------.---.--------.--------------_.. -~Samle chanin to m:rate yellow bra. color.-,

.~__n____ __ .__. _

- ---- -- - -. - - - .

Sam as ab.

_...n_._.._____..._____ ________ _____. _ .._.__ .. . -. --.-._-_._----_.. .. --- ._- ..__.._-..._----Total Depth 70', no grouter encootered.

A-12

LOG OF SHALLOW BORINGSBORING NO. B-7SHEET 1 OF 2

Job DescriptionJob No. Y50940AE1 eva t ion 258 feetDri 11 ed by 0 & M, Bu Mattis

LOS ANGELES COUNTY ENG I NEER I NG GEOLOGY GROUPGEOLOGY' BORING LOG

u.s. Air Force - Amrgosa Site Date 6/5/90Logged by S.L. C1 i ent Waterwrks, L.A.C.D.P.W.Bori ng Location 64(J S/O Ave N, 430' E/O 10th Street West

Ri g Calweld 18" bucket Samp 1 i ng Equ i p. Bulk/Ring

(f::ccc(:Ewcc

Started drilli

~ ~ ~ 8:27 am. , on 6/5/90.

San ruingfran bucket.

Sand ruing, fran bucket.

12: GBORE

(fW.. "0. 0:E ..c( :: ..(f I- - 0

0. CD ~W CD- 0.C ""c(:: " cc..~ ~ "

CD cc

..

"

0.

-0 '

'D',0'-'.;

0,- ,,?

-0.

"0."

, .

b- -" 't'',

.~:.D, Gravelly Sand, fine to coase san, silt 15%, pebbles 10%, schists

D §, granitics.~18' sam, pebbles inreasing to 15-20% of samle, pebbles anlar to

subanlar to %" in diamter.~20' Silty san, san very fine to iæÏ\.m, 1I. sorted, few granules.

t).~':.Silty Sand, m:rate yellow bra., sand fine to coarse, granules 3%,

,. porly sorted.

'-

.~. 0.'00: '_

LITHOLOGIC DESCRI PTION

Silty San

Silty Sand, lIerate yellow bra., san fine to iæiUI grained,

silt 20%, porly sorted, grain anlar to subanlar.Sam, 5 it anlar granules.

Silty San, dak yellow brCM, san fine to iæiUI, silt 25%,

granules 5%, porly sorted, granles anlar to subanlar.~ i l sam with IIre pebbles, subanar i to 2" in diamter, 5%.~12' Gravelly san, 1I. yellow bra., sand fine to coase, silt 25%,

granules 5%, pebbles 5-10%, porly sorted.~ 13' becan siltier, less gravelly, 3% pebbles.

, ~

o

-, ' Silty San, I!rate yellow bra., getting finer grain with depth,d- silty 25-30%, slightly mist.

,,- Silty Sa, getting less silty, san fin to iæÍLm, granules 5%,

Ð 0 few pebbles, porly sorted.

A-13

LOGGED BY

BORING NO. B-7SHEET 2 OF 2

S.L. 6/5/90DATE

(f::ccc(:Ewcc

"_ J

~ -

Sand flowfran bucket.

Finisheddrillingat 1:35 p:

on 6/5/90.

ri: GBORE1

LITHOLOGIC DESCRIPTIONC/W..0.:Ec( ::(f ..I- -

0. CD

W CD-:: " 0 "".. ¡;~CD cc

"o..2::0.c(cc", 0~..o . .

Silty San, sand fine to coase, silt 15%, granules 5% porly sorted.... "'.

--:. -.

Silty Sand, lIerate yellow bra., sand fine to iædium, silt 40%,

lIerately sorted.-- ...-. --

°Q:::o-' Gravelly Sad, gravel 10%, gravel i to 2" in diamter.~

- Silty Sand, becan siltier with depth, san very fine to iædiuu,silt 300%, lIerately sorted.

Silty San, sam, silt 300%.Silty San, lIerate yellow bra., san 25% iædÏtm to coase, silt 10%,

lIerately well sorted.

Silty San, dak yellow bra., becmng coaser with depth, san fine to coase,silt 15-20%, gravel 5%, gravel i to 2" ma diamter, pebbles of quatz,schists an granitics.Sam, with 10% gravel i to 2" in diamter, anlar to subanlar.

Clayey SarSilt, ii. yeiiëMDra.~-'sfi~-iì:-pTãStic;'-š-äiãv:'fine to cõase..pasc.,. , .san.,v--_:E__!;..--Lum,__ ,_ ___' __ _ _., _,

Silty Sa, 1I. yellow bra., san v. fine to fine, silt 20%, well sorted,

slightly IIist.

~ -

o

" c¡, -

'"" -._0.-".._" -.

, -

-'-- Sam, silt 40%, 1I. plastic, slightly IIre IIist.

Sam, silt 25%, less plastic, less moist.-- --" -~. .:.:~

, Silty San, 1I. yellow bra., san fin to iædium, silt 15-20%, 1I. sorted.

Sam, san fin to coase, silt 15%, gravel 3%, anlar, porly sorted.0\ ;--. '0

d '0.Sa, san fine to iæium, silt 20%, granules 3%, 1I. sorted.-,-

.ò.. -.~. 0 Sam

Sa, san fin to coarse, silt 10- 15%, porly sorted.

0'-

o~'-

./

A-14

LOG OF SHALLOW BORINGS

LOS ANGELES COUNTY ENGINEERING GEOLOGY GROUPGEOLOGY BORING LOG

BORING NO. B-8SHEET i OF 2

Job DescriptionJob No. Y504940AE 1 eva t ion 2594 feetDri 11 ed by 0 & M, Bu Mattis

u.s. Air Force - Amrgosa Site

Logged by L.L., S.L.Boring Location 850'Ri g Calweld 18" bucket

Da te 6/6/90C1 ient Waterwrks L.A.C.D.P.W.

S/O Ave N, 1400' E/O 10th Street West

Samp 1 i ng Equ i p. Bulk/Ring

_ J LITHOLOGIC DESCRIPTION

(f::ccc(:Ewcc

(fW..0.:Ec((f

:: ..i- -0. CDW ~C ""

"o..o~0.c(cc"~ "~ ¡;

CD cc

. j Sand flowfran buct.

-:.;~~' .,~

. ..;._. San Silt, yell~ bra..Silty Sand, yellow brCM, san fine to coarse, silt 20-30%, dry loose.

- ,

'~."'o-,o ~

'0 Decrease in silt content to 15%, scattered gravel 3%, lIerate yellow brCM,

da .- '. San, san coase, silt 10-15%, granules 3%, porly sorted, da, loose.

o

Gravelly San, yellow bra., gravel i to 2" in diamter, silt 10- 15%, loose.

---_._- ___..__u__~___ ._.. ~"___'.__.__ ___,____ _.___,___.. . - _u_. _.. ..____ . ... '--'. - ---"..-- -

-. -.'-

Sa Silt to Silty San, roerate yellow bra., san fine to 40%,

i oft to firm.~ió.)', GravelIy"san,-sancoae",-granles 3%, porly sorted. '

Inrease in silt content to 20%.

Sa Silt, san fin 50%, sIit50%, -bbde(fWìi:hcoasesífty s-aid;.._--- -_.._-, - _._- -

'~. Ct!. ~.~..'C).:

D .0'..'_& ~~.'- :-

,- ,~,-'7:-::~' .

; Sand flowfran bucket.

._--.-_._.._---- -_. -.._----_..- no _._____... .__

, "~22.5' Silty sand, silt 10-15%, gravel fine 3-5%.

"P"' .

- ~- .- -. ',-, -:

.._u.

Sa Silt, san 30%, silt 70%.

---- --_.-

- --~ _.-.

San flowng, fran bucket. '-~~: ,~ .~:.

~~o~

--

Silty Sa, m:rate yellow bra., increasin san content in samle withde th sHt 300% to I" in diamter, loose.~: GBORE

A-15

LOGGED BY L.L., S.L.

BORING NO. B-SSHEET 2 OF 2

DATE 6/6/90

- , (f::ccc(:Ewcc

San flowngfran bucket.

Major caving~-' ~ 30'.

Finisheddrilling ~

5:20 i:on 6/6/90.

J '- : GBORE 1

(fW..0.:Ec( ::(f ..I- ãi0.

W CD-:: " 0 "".. ¡;~CD cc

LITHOLOGIC DESCRI PTION

"o..2::0.c(cc"

~.-. Silty Sand/Sandy Sil,S sand fine, gravel 3%.

5

6

6

7

o' ~

0-Silty San, sand fin to coase, silt 30%, loose, dry.

¡,Silty Sand, lIerate yellow bra., san fine to coarse, silt 20-30%,

granules 5%, 1I. to porly sorted.

, ~ '. - ~-. Silty Sad, san coasing with depth, silt 10-20%, granules 3% anlar.

-;. ."'

;) r)

-;cI";

o~.~-.Q- ,.)

0' -, '

'" 0

-,--- "-".- -

- ...~...

.,- 'r/.' ~.

" ..

~ - Silty Sand, san fine, silt 40% well sorted.

Silty San, 1I. yellow bra., san fine to iædiuu, 1I. sorted, 25% silt."

Gravelly Silty San, san fin to coase, silt 15%, pebbles 10%

i to 2" diamter, porly sorted.

o...Silty Sand, san fin to coase, silt 10- 15%, gravel 5%, porly sorted.

, tJ Silty San, sam.

Silty San, simlar to s~le Ø49', silt 20-25%, granules 3%."

Sa-------------- ---. -----"--- _._.

~54. 5 San Silt, cooesive, pl~ti¿' ",- sÜi::-š-riggitly IIist-: ---- _u_~56' sam, slightly less silty.

--_._-_..

..._- --- - - - --------- - ----------Silty Sand, lIerate bra. to lIerate yellow bra., saD-fIe-toëõäse,-sIit15%, granules 5%, porly sorted, MMite grains, weathered feldspa grains.

rJ -:Gravlly Silty Sa, gravl 10%, i to 2", cobbles few 4-S".

o Silty San, m:rate yellow bra., san fine to coase, silt 10%, 1I. toporly sorted.Silty Sa, light bra., san fine grain, well sorted, slightly plastic.

~68' grads to more clayey.

~69' less clayev.Total Depth 70 feet, no grooter enootered.

Q

, -

A-16

LOG OF DEEP BORINGS

_ J

LOS ANGELES COUNTYPa ~. -L 0 f ..

DEPARTMENT OF PUBLIC WORKSGEOLOGY & SOILS SECTION

Well 1/ MW- I WELL DATA

PROJECT Air Force Site FLOOD CONTROL NO.Amargosa Creek PROJECT NO. Y 504940A

OWNERS NO.

D. W. R. NO.,

LOCATION AND DESCRI PTION ~ SKETCH OF LOCATIONCity of Palmdale

1350 ft. east of centerline of Ave. N- -10th Street West C/

Q)

:= 2135 ft. southN2135 ft. south of centerline of Ave. N ..

, C/

~.r . ~-0,.. 1350 'ft. east

not to scale

ELEVATION OF GROUND AT WELL 2606 ' U.S.8.S. DATUM

ELEVATION OF REFERENCE pOINT 2606 ' U. S.G.S. DATUM

USE OF WELL Monitoring Well DRILLING METHOD Rotary Wash/E-z Mud

DRILLER Bud Mattis DATE DRILLED 6/ 11/90 - 7/30/90

SIZE OF HOLE 6i" Bit DEPTH OF HOLE SOO'

SIZE OF CASINe 2" DEPTH OF CASINe SOO'

TYPE OF CASINCC PVC Flush Joint, Sched. 40 PERFORATIONS 355' to 695 '

GRAVEL PACK Yes - Pea Gravel TREMES

PUMP TY PE POWER USED

YIELD DRAWDOWN

LITHOLOGIC LOe IY S.L. , L.L. , K.L. INTERVAL

ELECTRIC LOllY D.C. , K.L. , L.L. INTERVAL

REMARKSCas ing between surface and 695' , Perforation interval between 355' and 695' belowground i eve i . Backfilled with pea grav~l. ..

RECORDED IY DATE

- ':

=...

_ J

rrr I

A-17

DPW

REMARKS1

Started drillingi at 1:00 ¡m

on 6/11/90ì

l

1

J

1

1

¡

J

ì

J

1

J Started drillinat 8:00 am

) on 6/12/90

j

J

1

j

m-2 2471FCD 10/78

-

..

-

-- c..

"-, ,--

-"

,0--

-,) -,-

0

'" -,- 0

- ,

..

-ù

-d

-D

-'-

.--

-. ò..-

...-. -

6-

Q)Q.Eo

en

-- ----

-

'-D

-.r,. ~, ,

-,.,,0) -

-,0

-"

-, .

."

~ -

d -

, .:"

, '.,-

'"~o

aj

~.cGoa~

- 10 -

.c-Go.oo -

I Po;ILof2.WELL NUMBER ~IOESCRI PTION

Silty sand, moerate yellow brow, sand fine to coarse, angularclasts, silt 10-20%

~ 20 - Gravelly san, anlar granules and pebbles to iii in diamter, 10%.

Silty sand, san fin to coase, silt 15%, anlar granules 5%.

~ 30 - As above, silt 300%, chan to reddish color.Silty sand, silt 40%, anlar pebbles iii to i", 5- 10%.

Silty sand, silt 30%, sand fine to coase, anlar pebblesi" to i", 5-10%, porly sorted.

40 - As abe, slightly less gravelly.As abe, allst no pebbles.

~ 50 - Silty sand, coase san.

Silty sand, sand coarse, silt 20%, scattered gravel, porly sorted.

Silty san, clum.

i- 70 - Silty sand

IIre silty1-80 - San

Silty san, granules 5%.

1-90 - As abe, IIre silty.

As abe, less silty.-

I- 100 . As ab, IIre silty. A-18-

-60 -

DPW

REMARKS~ Drill knocking at

101'

Tii delay, 4-5'

, Drill hit rock

Mu thicker due toj clay knocking ~

120'1 More ~ 122' and

123'

SPP Sale ~ 14 I '

Knocing ~ 180'

,

"_? .1471 FeD 10/75

..Õ.Eo

en

..~o

aj

tl~a.CI

~

~õ..o- 100.

-' --

---0-

- 110---

-~ ---

q - 120 -

WELL NUMBER MfIDESCRI PTION

I Po;... of --

Gravel zone i' thick?

Silty sand, sand fine to coase, an. granules 5%, porly sorted.

Silty san, reddish in color.

Silty sand

Silty san, reddish in color.

Silt, reddish brCM.

Silty san, silt 30%.Gravelly zon.As abe, sandy silt with scattered granules.-

-J-

c -130 - As above

- "

less silty.-

~-: -= Silt, reddish.-' .- - 140 - Silty san,..'--

-

-

. .

:-..-.-

- 150-, -- --

-- -'_ ~ 160 -

. ,--

--.. "

o. ~ Ð0."; 0

CI_' 0 I- 170 _

~ -, ,, -

-' -- -- -

.. ;rr. t:-_0,0"0 ..'- -, -

---

--

-

-

Silty sanInterbe of reddish san silt.

Silt, reddish.

.Silt, reddish with mior sand.

As abe.As abeSilty san, sand fin to coase, porly sorted

iore silty.

Gravelly san, with granules.

San silt

Silt ,'-~180 - Gravelly

Silt-

- --- As abe

- ~19O - IIre san,

, -

-:.' ~OO_~

,Silty san-, san fine tci coase.

A-19

DPWÐ

U

I Pc:Q.~of~Q. .. ~ ~ WELL NUMBER M-IE ~ G. ã.0 0 a ., REMARKS (/ ai ~ 0 OESCRI PTION

, ' - 200 - Silty sand, san fine to coase.- '- IIre siltyì

--'-..

--" \ Sandy , coarse grained.- ,~210 -i " -,

Silty sand. sand fine to coarse, silt variable %, porly sorted.---IIre silty

J..: -:.- -, ~

Knocking ~ 220'ç fJ.O -220- Gravelly, cobbles present.0' 0,

¡ and 22 l San, -, .. Silty sand, san coase.

t. , . ' ' San-l - 230 - More siltySlight knocking - -

,

1 ,--, - Silty sand

- -1 St0Em ~3:3O am Sandyon 12/ ' '

240 -J 9:00 am San, with saæ silt.-'Started drilling ;.

,~ 9:00 amJ .....

'i on 6/13/90J -..

"

Had drilling - 250 -..~ 243-246' .

'-) - -

Becan IIre silty..:. --- -j -

9: 36 am'--

10:03 am- - 260 -i -

.. -j -

. .,,

--

j -. -270 - More san

_. Silty sand, with occassionl granules, IIst san ,fine to iædiuu.--

10:30 am'-

,10:45 am

-280 -- o . Bean coaser, higher % of coase san an granules in samle.-

0

- ..-" -290 -'"

9 u-'9

-

... . uII: 10 am .~ A_ttn---

DPW Q) uã. cø 4: 4:E ~ Go õ.0

REMARKSc aj

0 .(J ~ 0, 1/'-_.... ,--'------

3:20 ¡: -',) -

-,ì

u,-1

-~---_._- 3:50 ¡:..-

8:30 am

~

6/14/90i

, Hard drilling,

..

.-,

, Progressing slow

'.

- 1-310-

. .--

--320-o

--

~

-. 330 --

" ,--

0

-340 -Q

-'-

.

9:05 am

9:20 am

-

-,o

..9:54 am

JU;U~ am

- - 350 -d

--

WELL NUMBER ~iOESCRI prlON

T Pa;_ 5 of.L

Silty san, sand fine to coase with minor granules, porly sorted.

As above.

As ab, coase san Ilre abunt.

As abe.

Silty san, sand fin to coase with mior granules, porly sorted,

granules very anar - may be cruhed gravel?

-o -360-

- , As abe, coase san less abunt betæen 362' and 368'.

" --~

_. ..

, . .

Drill knockin, ~ 372' to 38'

-:

--

. -. - 370 -

Silty san, san fine to coase, porly sorted, anlar granules 5%

possibly cruhed gravel, san grain anlar to subanlar.

0 ~38 ---

. ' a"

.,a -

-390 - As ab .- 0

J Occasionlknocki

o

~'.._? IZ FeD 'O/7~

0-u

.

o

.,-.

As ab, san fin to mediuu coase san less abt.

Silty san, san fine to coase, an. to suban., porly sorted,koo - an. granules 5%. A-21

DPW,

REMARKS1

Started at I: 00 tIon 6/18/90. Had

to redrill 140'1 of caving.

i

I Knocking ~ 42 I ' .!

I

: Knocking ~ 430' .

11

I

, Engin breaka.

I ~ 4 :33 tI ~ 460': on 6/18/90.i

I Resuud drilling,~7:oo am on 7/24.

I Hader drilling.

f Knocki ~ 478', 479'.I

M. can upthrou rod.Circulation

, revrsed.

Mash ful72 see.

1-2 2471 FeD LO/7S

.. ua. co ~ ~E ~ Q.

Ã0caa

a .en ~ 0

,- f- 400 --., .-, --

-410 -;.

--

-"

-' 420 ---'

--

-'

-"

, -,

-'- -- .-,- ---

.:,--..-- ---- ---'. ,- --~- -

"-..... -a Ð,-'0 Q

',)'- cc

~. '--

O'0" 0Q "_.tJ ."

o

_ ~ 430 -

-'--

WELL NUMBER MrlDESCRIPTION

Silty sand, sand coase, abundat silt.

I Pag... of i-

Increase in silt content, ltmms of silt increasing, sand is

coarser and highly weathered.

Silty san, sand coase, abundat silt.

'-~440 - Silty san, interbeds of silt.--

-' -.,

..-. '..

- -450 - More silty, probably silty sa to sandy silt.

-'-,

. -Sa silt, inrease in silt content.

-Silty san, sand fine to iæium with minor coase granules, porly

- 460- sorted, suban.-an.

San Silt~-- --

.. Sanier

Silty sand, san very fine grain.470 - Silty san, san coase, clasts of totally weathered material, very

soft, thin layers of clayey silt/silty clay ~ 470-75'.

--

, ,

, -..- - 480 -

--,-

Clayey san silt, reddish.

Silt

Silty san, san iæium to coase, totally weathered sand of granitic

caasition wwite an red color, saæ interbeds of silt.-490 - ~ 490' gravelly, high % of highly wethered granitics an mafic bedrock

fragnts.

~.; -

San, with gravl.

50 - Gravellv. TJth i;ilt ::nrl ",::nrl A-22

DPW

REMARKS

r ~

_ 3

- i

, j

- 1

- ,

~- --

- ,

Stoppd drilling~ 4:00 im

on 7/24/90.

Started drilling

~ 1:55 im

on 7/25/90.

2:27 im

2:31 ¡m

Knocking ê 56'.

3:11 im3: 17 im

Knocking ~ 590'.

Stop drilling~ 4:10 imon 7/25/90

..Õ.E"

CJ

..~o

aj

-oo 0-

'.~ . 0

(/ ..;

--, -,-

..~Q.o~---

~

-,

- , '~

â ""ù" -- ---- - ~ 520-- --

0 -- 0'0 --

"."

'0 ~ 530 -

:0 ,A

'?

'0

t¡!)

0 ~ 540-'!- -- -

- '.'--

. ~ 550 -- - --,

-. .- '-'t_Q _

'. --.- -~ --- ~, .-- ---- __'0() - ~-- .-. 4o

~

-56--- -

-~ 570 -

~~.o I Page 7 of-LWELL NUMBER W-I

DESCRIPTION500 Silty san, sand fine grained.

Increased gravel content, fraggnts of granitics and iætarrpic

rocks, very soft.

510-

Significant % of gravel.

SiltSilty san, san fine to iæiuu.Silty sand, san fine to iæiuu with gravel.

Gravelly san

As abe.

,

San silt, with mior clay, san fine to iæium, thin layer ofsilty material.

~ 54' Silty sand, san fine to coase, porly sorted, anlar tosubanlar .Less silty

Silty san

Silty sanAs abe, IIre abundat qutz an blac mafic lithic grain i-iinm,anar .As abe, siltier.As ab, ccm chips 2-3 nm of light granitics an dark mafic/iæta,higly weathered.

Less abundat chips.

o "

4 Silty san, san fin to coase, lXrly sorted, an. to suban.- .:-', - ~ 58 --

,)_ 0

~-'" "

"-.,

o

-

l-re abt chips, light colored 2-4 nm, an.As ab, siltier, few coase san fine to iæium.

Silty san, san fine to coase, less silt porly graded,

sub. alIst no chips.an. to

- 590 - As ab.Slightly less silty, CCl chips 2-3 mn an.,grantic? highly weathered.As ab, few chips.

-'-.

-'., --.,. ~-. \:

':?

~

,.""

light colored grain

,

A_"'~

" , DPW

REMARKS

7/26/90 9: 15 amJ

- ~

, -

- i

,

ì

i 10:05 am

10: 17 am- ,

i

Smller aa. of- 1 samle bein

retur this""' interval?-

fine grain

- i 10:55 am

11:07 am,

- 1More abtsamle retured.

íj

fast drilling

J

II : 35 amII :45 am

Valve leak ~ 675'.Ha to stopoperation.

"

12: 15 im12:37 tm

Reslld drilling.12:52 imI:W im

6 foot lag t ii.

Fast drillin

695'-700' .

1:40 im

GI UÕ... ~ ~. Q.E 0 Q,0 aj 0 .en ~ 0

'-, - 600-. , .~

- -'~-

. -". - 610--. - -- "

"-- --

- - - 620-- -- -- -- --

-- -- --

--- -- --- --

- -- -- --

---"

WELL NUMBER ~IDESCRIPTION

I Pogi..ofLSilty sand, san fine to coarse, anlar, chips of dark colored

mafic fraggnts and saæ light colored granitics fraggnts.

As abe, fewr chips.

Silty san, san fine to coase, porly sorted, anlar. No darkor light colored chips. Occasionl cuttings of clay/silt in theform of plates abt ~" to iii in diamter.

630-

640- As abe, IIre clayey silt plates bein retured. Saæ clayey

silt layers.

650- As ab, IIre clay/silt plates. Estimte abt 30% of samle.

- ~ 660- Silty san, san fin to coase, porly sorted, anlar, clayey

silt plates 10 to 15% of saale..,--

, ~, -,

0, I- 670 -- "-o~- iJ

" .. -

-_ 1-680-

---

- -

Zo of clayy silt plates.

Silty san, fin to coase san with saæ beroc granules, buff

MMite an red in color, porly sorted, anlar.

As abe.

-- - I- 690 - Abt clayey silt plates. Laer probable at this depth.-- --- --

-- L...__ _

As abe, with abt clay.silt plates 20% in this interval.

A-~.4

DPW

REMARKS

i :~2 ¡:

I

I

I Stopped drilling

I. ~~ ~7~/9Y.. 11:10 am7/30/90

I

11:25 am

12:00 ¡:

,

i 12:25 ¡:

1:25 ¡:

I

I

~i

! 2:00 ¡:

2: 17 ¡:ri

j

2:55 JJ3: 15 ¡:

Stop drillin~ 3:35 ¡: on

7/30/90

..Õ.Eo(/

"'.oiE

-.

u.cGoCI

~

.cã..o~ 700 -

-

--,- -' .. 710-

-- -'--' -

d.: -_

- , .--.'" ~-'

o-- .- -:,- -- -.- -- '

o

-

-.

- -,

,0,ç-, ~ 720-

- ,-

- 730 -

--

I Pa;.i of --WELL NUMBER MW- iDESCRIPTION

Silty sand, sand fine. Absence of coarse sand and granules.Clayey silt plates .! to iii in diamter caan, 15%.

Silty sand, sand fine to coase, granules, porly sorted,anlar, clayey silt plates 10% of samle.

Sandy silt, sand fine grained. Absence of coase sand and granules.

Clayey silt plates 10- 15%.

~ 728' beanng coaser graind.

Sandy silt, san fine, sam clayey silt plates.

~. -, . 0 740 - Becan coaser an gradin into a silty sand. Sand fine to

iæium grained. Occasionl granules of dark bedrock - probablyschists.

. --; ~.

-

- = ~ 750 -. -- -

.........:_..... .c

~~., -(J- .".

- ..-. '

--,-,- -.. -'- -'- -- ,.~ '-- ..--, ,

I. -, OJ

., .1..

- -

., ..

'-, -

-- 760 -" -

-- 770 -. .. ..

, ..

'-..I '

- ~ 780 -

-'

~ 790 -

-.

.. '-, ~

San silt, absence of coase sand an granules.

Silty san, sand fin to coase, coase san an granules 10% of

samle. Bulk of coase grains clearite-red qutz an i.itean black beroc fragts.

As abe.

Sa silt, sand fine, absence of coase sand an granules.plates % to iii to 15 to 20% of samle.

Silt

Inreasing san content. Grooin to a silty san.

Rnl-l-"" n1= hnl.o ~ 1=.o.ol- A-~~

LOG OF DEEP BORINGS

- i

LOS ANGELES COUNTY Page~of~DEPARTMENT OF PUBLIC WORKS

GEOLOGY & SOILS SECTIONWell 1/ MW-2 WELL DATA

PROJECT Air Force SiteFLOOD CONTROL NO._

Amargosa Creek PROJECT NO. Y504940A

OWNERS NO.D, W. R. NO.

L.OCATION AND DESCRIPTION ~ J

SKETCH OF L.OCATION~itL of Palmdale -.

1320 lt. ea~t of centerl ine Ave. N

of 10th Street West .. --870 ft. south(/Q)

870 f.t. south of centerline of Ave. N ~ N, - 1320 ft. east.~C/

..-o.,. not to scale

ELEVATION OF GROUND AT WELL. 2594 ' U.S.ca.S. DATUM

ELEVATION OF REFERENCE POINT 2594 ' U.S.G.S. DATUM

USE OF WEL.L Observat ion Well DRILLING METHOD Rotary Wash, E-Z Mud

DRILLER Bud Mattis DATE DRILLED 8/7/90 - 8/14/90

SIZE OF HOLE 6i" Bit DEPTH OF HOLE660'

SIZE OF CASING 2" DEPTH OF CASING 6 is'

TYPE OF CASINCC PVC Flush Joint, Sched. 40 PERFORATIONS 425-615 '

GRAVEL PACK Yes - Pea Gravel TREMES

PUMP TYPE POWER USED

YIELD DRAWDOWN

LITHOLOCCIC LOG IY S . L . /L . L . INTERVAL

ELECTRIC LOllY D.C. /S.L. /L.L. INTERVAL

REMARKSinterval alternates withPerforation zone between 425' and 615', 10' perforated

10' unperforated interval..

RECORDED BY DATE

A-26

- i

~- ,

r" I

c'

DPW

REMARKS

Began drilling

~ 8:00 am

on 8/7/90.

- ,

- ,

- 1

_ J 8: 39 am

- 1

'c.'

-,

9:02 am

9:08 am

9:41 am

9 :45 am

10: 16 am10:22 am

; Knocking 84-86' .

Knocking 8894'

10:54 am~_~ 2471 FeD lO/'7S

41 UQ. .. A:

A:

E . II Q.00 aj0 .

en ~ 0~ o --

-- -. ~ .- .- - 10 --,. -- .-- -"-, -. - 20 -- -

, -6 --. -

.._' o.-o ---'0 -.- - -'- -., , ,. --. ." .-,'. '-0: _'

..-' -~ -.-:'.:. .--.; -:'-.., ,-õ -:

WELL NUMBER Mo2DESCRIPTION

r POQI-3of.!

Silty san, ro. yellow bra., sand fine to coarse, an.-suban.

grains, porly sorted, silt 15-20%.

As above, 3% anlar granules 1/8 to 1/4" in diamter, IIstly

quartz with minor mica schists. Grains becanng reddish bra.in color.

As above.

As above, silt 10-15%, an. granules 5%.

30 - Silty san, granules 5-10%, anlar.As abe, with IIre silt, granules 3%, silt 3035%.

As abov, slightly less silty - 25%.

As abe, silt 20%, an. granules 3-5%.

40 _Silty san, silt 15%, granules 3%.

Silty sand, yellowsh bra., IIre silt, silt 40%, sand fine to

iæditm.

_.. 0

, .

o' - ~ 50 - Getting less silty, 30%.

.. . ..~.'. .'.- -. - -_...- --,-' ~- --,'2,',.~ ~ 60 -~ .,_.. "..-, -

-'- ..--'--~ .- '0

Silty sand, silt 3035%.

As ab, silt 50%.

Silty sand, silt 20%, porly sorted, sand fine to coarse, an. to

suban., abtmdat quz grain, coase, anlar.

As abe, with silt clums, silt 25%.

-~ 70 - Silty san, silt 20%, few an. schists granules..

"' '!

-o .-.. ..-_' ;- ~ 80 -, .-. -, Q -

p-o --:. iJ

As abe, silt 15-20%.

As ab, with abt silt clums, silt 25%.As ab, with few silt cllls, silt 15-20%, gran 3%,

Silty san, slightly siltier, silt 20-25%, gran 3%, an. qurtz

an schists, quz is fresh, saæ reddish silt cllls.

~ 90 - MJre abtmdat clums of reddish silt, silt 25-30%.- ~-0. ". .-, .-.. .o -

o- --'--:.-

Silty sand, silt 15-20%, gran an. 5% qutz mainly, less silty,silt 10%, gran 3%. ,

~ 100 - San silt, reddish bra., silt 6070%. A-27

- ,

DPW..õ.E

REMARKS'"

; (/-,-----i 1:01 am

,

~ ~ Knocking ~ 109', - and deeper.- j

c ~

_ J;

-11:42 am

, j11:52 am

- !Knocking

_ J

, 1

~- ,

l12:31 ¡m

- 1 12:40 ¡m

,

i Intermttent. j knocking .

i

, ,

1:20 ¡m¡ i :27 ¡m

2: 15 ¡m2:24 ¡m

m":z' 2471 FeD 10/78-

C.CD .c .c

WELL NUMBER l- 2:: Go Q.0 0 .cc ~ 0 OESCRI PTION

-' -100 - Sandy silt, reddish brow, silt 6070%.- -- - -- -~ -'-'- ~

- 0,Q '0

- -

u . ù.-- ,..

~- -- -

to i 10-

"-,

. 0

-

~ 120--

--

~ ~ 130-'- -

---

- -

--

I Pag,L of --

Silty sand, silt 40-50%.

Silty sand, silt 40%, com ang. quartz gran.As aboe, yellow brCM, silt 30%.

Silty sand, silt 20-25%, gran, quatz, an. 3%.

As above, also highly weathered light colored chips I/S- 1/4".

As abov, silt 15-20%.

Silty sand, reddish brow, silt 25-30%.

As above, silt 300%.140 _ Silty sand, getting sandier, silt 20%.-

-.. -

::~ .£ to 150-

(,

-:.

" '- to 160_-, ,

-", "-

--

-------, --

-,- ' - ~ 170--

---, ..

---, '-, -~

~ 180-

--- ---, .. 190 -" ,- --- --

- -. '

-- -, "

- ----- -200-

As abe, gettin siltier, silt 25%.

Silty sand, silt 3035%.

Sandy silt,solt 50%, reddish bra., sand is porly sorted,

fine to coase, an. to suban.~ 150' Silty san, 1I. yellow brCM, silt 20%.

As abe, silt 15-30%, com highly weathered light-colored chips.Granules, 5% fresh qutz to I/S" and highly weathered light-coloredchips.

Sa silt, redish, silt 60%, saæ highly weathered "*itish chips.

As abe, silt 70-90%.

Getting sanier, silt 5060%, "*itish chips com, 3%.As abov, silt 50%, reddish, san lIerately sorted, iostly fine

to iæditm.

~ 176' Silty san, silt 30%, porly sorted, sand fine to coase,

an. to suan.

Alterntin zones of silty san an san silt, weathered "*ite

chips com in interbed layers.

-

A-28

OPW

REMARKS

"

l'

Stopped drilling

~ 4:38

on 8/7/90.ì

) 8/8/90 8:35 am

l MJ knocking,

I few cuttings,

1 slow advance

l, ~ 222-224'

:1 gr~e~, cobbles?j' Drilling fasterbelow 224' .

jI 10: 16 am

l' Swtched back andforth betwen

j' gears to drillfaster.

I

I

¡ i 1:59 amJ 12:07 pm1 Faster drilling

'1259' to 265'.

1

J

10:07 am

Stop ~ 280'to chan bit.

2:02 pm

8:26 am

8/9/90- ,

Knocking

- ,

9:25 amn--, , /471 FeD 'O/7~

II C,õ. '" ~~ ~ Õ.E G-o CI .cc ajen ~ 0

.. '" 200-, ,~',-" -"-' -- -'- -- -

.. -,. -- ,'-, '- -

:-:

-

~, --- ,_....- -- -, ,- --,

- --

- -- --"

- --:-. ..-- _.- -- -,- -- -

:.~. ~_' w'

-- --- ---" --- ----

WELL NUMBER ~2OESCRI PTION

I Pa;l.L of L

Silty sand, silt 20-0%.

Sandy silt, silt 5070%, cuttings have light colored grease blobs

fran Mayhew rig.

-- 210- Sandy silt, reddish, silt 90%.

Silty sand, silt 20-30%, porly sorted, sand fine to coase,

an. to suban., silt clums., ..

-" As above.

220 - Sandy silt, silt 70%.-,--

, ,

As above.Silt, reddish, silt 8090%.

Silty sand, yellow brCM, silt 300%, porly sorted, sand fine

230 - to coarse, an. to suban.

Silt, reddish, silt 80%.

" ,..

As above, silt 70-90%.

240 -

Silty sand, silt 40%.

As abo, silt 15-0%, caa highly weathered Mlitish chips.San silt, silt 5060%.

As above, silt 50%.

As above, silt 80%.

-.-,

250Silty sand, silt 40%.

San silt, silt 70-80%.

As above, silt 6070%, scattered highly weathered light colored chips.-

- -

- - I- 260 _ As aboe.

'- --. -- --- -- -- -

San silt, silt 70-80%, no chips.

As ab, caa chips 1/8 to 1/4" diamter, silt form large clums1/2" diamter, reddish bra. an gray.

" ~ 270 - Gettin sanier, silt 60%.- - San silt, silt 70%, clurs present, abt Mlitish chips.- - As abe, clU!s 80% redbra., 20% gray, few chips.- -

- -

- -- -, ,'- 0~~ _..~

-

- '-

- -

- - As ab, no chips.~280 - Getting sandier, silt 50%, saæ weathered Mlitish chips.

Silty sand, sand fine to iæium.~ 282', Gravelly san, berock frag of granitic rocks an oranfeldspa frags.~ 287-289', interbe of silty san.":

";..0 ~29O - Gravelly san: _d ~

- ;. Silty iaa interbe....

-',:, ',~," Gravelly sand .. q, -0 , San siit, sãn fine to very fine.=~~: ~30 - Silty san A-29

Q) "I Pa;.~ of JLDPW õ. .. .£ .£ WELL NUMBER MV2E ~ Go Õ.0 0 CI .

REMARKS en a: ~ 0 OESCRI prlON-,

~30 - Sady silt9 :45 am - -" . '

~. Ð 0, 0 '"0'- --o 0,,' ~

_ J oi-t. O' 0o .

. ~:"'o:'- i - -- -- -- , ~ ~-: ~r!

- i 10:24 am

10:33 am

'ò'..;

- )

-' ~:' a.-'~"~

'0'..: ~

(7_' ~-"u

.~. (¡ ~)"''','e.. -'.c. 0'''';'"".. ~.'

- 1

KnockingJ

i

; Intermttent;;knocking

~--, Strong knocking.ii

j11:10 am

11:20 am,

i

.0 ()n v(. ¿¡ .

O. :.:.v"" 'tj,0 u

'p.:. ".:-

.;' -"".ol'',

oo

o

"

o 0', .'" 0

ùo

Gravelly sand, weathered black fragnts.

Interbeds of sandy silt.

Interbedded gravelly sand and silty sands, sand fine to iædiuu,-310 - gravel 60%, silt 40%.

Silt lenses

Silty sands, sand fine, reddish, scattered gravel - black fraggnts.

320 -

Gravelly sands, with layers of fine to coarse silty sand.

330 - Interbeded gravelly sand an silty san, gravel 40%.

Increase in gravel content.

Silty san, sand fine.

~340 - Gravelly sand/sandy gravel, IIstly totally weathered clasts of

granitics an iætaarric bedrock plus qurtz and feldspa.

,

~o:~: ~50 - Saæ thin sand silt/silty san layers.- ~ -.

,. 0

j(¡'. 'j

~",0

o

,

i I : 53 am12:02 pn

"

0" 0 I- 36- Gravelly sands/sandy gravel."

0"o

, . ' "o

,~..:'::~..:~-: ~ Silty sand, san fine to coase.

Silty san, with gravel-black fragnts, 5070%.',~ " ~ 370 -. "'" -

, ,.. "'-(0 , .

_. .CI... '-o 0

12:45 IE

12:56 IE

. ,

0.'" ~. .

. .. ,

- . "

. u' ." ,... d

. "

IJ " ., 0(J "Go.6 U- --. -,-

I :24 IErn-" 2471FCO ioin

-D-~d "- -

, ,Thin interbeds of silty san, sand fine to coase.

~ 38 - Gravelly san.

~ 390 -

"

Silty sand to san silt with scattered gravl, sand fine to coase.

~400 - A-3D

DPW

REMARKS

1 1:57 ¡m

i

2:50 ¡m

, Started drilling

~ 10:22 on 8/13/90~

J

i Occasionl

knocking .

~

11:27 am

1 I:~ am:l Stop to servicej rig.

1¡

Ii

i

12:31 am

12:40 am

1:29 ¡m1:,jJ pn

2: 26 pnn';z 2471 F CO 10/75

..e.E"

en

co~oëëQz:

Q.a~

z:~.o I Pa;... of-LWELL NUMBER M-2

DESCRIPTION

- -

0::'7 -400 - Sandy silt, with scattered gravl, black clasts 10-15%.,0 _'", -.--, ..¡ -,--. ., ""

o ~o _,0' t.-,o 0

,, 0- ., -

Q 0 ~

-

,0-410-

..0 ::::~do" 1-420-. ".. c.

=.~.~-~ T".-

-- '-

Increasing sand content.

Silty gravelly sand, black clasts.

Increase in gravel content.

Gravelly sand, sand fine to coarse.

Clavev silt, sand 10%.

As above, san 20%.

Silty sand, sand fin to coase, silt and clay 300%, porlysorted, grains an. to suban., yellow bra..

,,- -

-:,.. i-43O - As abe, clay 10%, silt 20%.

- ".." ..

.. .'

"

.."

"

. .,

. .

,..

Silty sand

440 - As abov, clay 5-15%, silt 15-20%, granules 3%, granules are

qurtz an black lithic frags., -, .

..'-- -

1-450~ " --" "

..- .." ,.. ,

,.I- 460.-

-.. -

- 480- Silty sand, silt 40%, clay 5-10%.

Silty san, silt 300%.

As ab.

S:an silt, silt 50%... 490 - As abe.

Silty san, silt 40%.

.. ~.,- -- -- -

, ,- -..' ... _, ..- '-~.".:.":,- -_., '-- .- -- -.. ,

--'-'.. .-

~...-. .-'-"- --"-:-,-- ---. ..,

"-"-

- 470.

-, ,

-

_ _ _:J.

Silty sand

As abe, clay 10%, silt 20-0%.

Silty san, few weathered light colored chips.

Sady silt, silt 60%, no chips.

Sa silt, silt 50%, a fewm.itish chips.

As ab.Silty sand

Sa silt, silt 70%.

Sa silt, silt 70-80%, san fin to iædium,As ab, gettin sandier, silt 60%, san fine to coase.

As ab, abt highly weathered light colored chips 1/4" indiamter.Sady silt, silt 60%. A-31

DPW

REMARKS

2: 35 im

,3: 20 im,

, 3:31 im

l

,

,

Knocking ~ 535'1 Slow progessbelow 530' worn

bit? 5: 12 im

ì Started drilling

i ~ 9:40 am

on 8/14/90.

,10: 12 amIV: LV am

10:49 am

IU::X am

II : 24 am

,,-z 2471 Fe 0 '0/75

Q)Õ.Eo

en

..~o

aj

_' _i..:- :..;.:.: :;.. \-=:.

-' ". -- "

u~Goi:~

~õ..o I POGi-- of.JWELL NUMBER MV2OESCRI PTION

50 - Sandy silt, silt 5060%.

, -

- -

.. -

Silty sand, silt 40-50%.

-. -.Silty sand, silt 25-30%, porly sorted, sand fine to coarse,

an. .to suban.-510 - ~ 510' Sandy silt, silt 60%, san fine to iædiuu.

.,- -. ,-'--

.'~.. '-"-

As abe, getting sandier.Silty sand, silt 40%.

As above, yellow brCM, silt 300%, grains ang. to suban., few-520 - weathered mitish chips... -

~ - ---"" ,- -'-' ",- , -, ..;

-.. --',

-

'-

Sandy silt, silt 70%.

As abe, abdat Weathered mitish chips, iii across.Silty sand, silt 40-50%.

- ~ 530 - As abe, abwwdat mitish chips.

San silt, silt 5060%, abwwdat mitish chips.

, ,- -,- ,-,-.~. -=" ,

-

-540 - As ab, slightly sandier.

San silt, silt 60%, few chips.

or . .-'- ,- -- -:, , '~ -- --..

, .

--

~"..~-. ~ - 550-- ..

..

--' ....

Silty sand, sand iæium to coase, with granules.

Thin interbe of silt and clayey silt in beds of silty sand.

- ~ 56 Silty san, with blac fragnts, granules.-' -

-'-

- -

.- -.-, ,-

-~..-. .

-:'~-

-

-

_ 570_

-

Thin interbe of silt throuout.

Occasionl clayey lenses.

-- 58- Silty to gravélly san, sand iæitm to coase, granules, saæ silt

lenses, 5% of section...- 0o~ . -

" .Co, _

- -.~

- -.0, .-.' ,

....-, -

- ",., '. ..

Q

.o

.- 590-

..o

, . . ~ 60.

As ab.-

A-32

- ,

DPW II U

Mo 2 I Pagi 8 of L.õ. '" ~ Jt WELL NUMBERE ~ Q. ã.0 0 i: .REMARKS en iñ ~ 0 DESCRIPTION

11:36 am ,. I- 60 -~ --'- Increase in silt layers to 30%.-..-,-- ~610 --

,

As abe, sand with thin silt layers, 10-15% of samle, sand-_.'iædiuu to coarse.' -

12:05 ¡:.. , .

- 620 -12:45 ¡: --

.

-

As abe.1 -- 630 -,

-- Increase in black chips.-, - - Silt interbe to 10-15%.,-, -

I: 15 ¡: -640 -

1 7:17 pn ---J , .-j - As abe.

Stop drillin ~..-, -~ ' ,

650 -~ 2:45 ¡: ,-, on 8/14/90. ' '---i -

-, .., "

J 660

Bottan of Hole 66',

,

,

I- -,

I- -

~ -

-

2 ~ - A-332471FCO , 0/75

- .,

_ J

-- 1

- 1

- j

- i

- 1

"'-

LOG OF DEEP BORINGS-

Well II MW-3

LOS ANGELES COUNTYDEPARTMENT OF PUBLIC WORKS

GEOLOGY & SOILS SECTION

WELL DATA

PaQe~of-L- ,

PROJECT Air Force SiteAmargosa Creek

FLOOD CONTROL NO.__

PROJECT NO. Y504940AOWNERS NO.D, W, R. NO.

LOCATION AND DESCRIPTIONCitv of Palmdale ~I SKETCH OF LOCATION

=-

3430 ft. east of eentetline of

--th St.!eet West

Ave. N-enQ)

3: _ t 1120 ft. south. N~

- ,1120 ft. south of centerline of Ave. N-

-(/ 3430 ft. east.c-o..

- not to scale

ELEVATION OF GROUND AT WELL 2587 'U.S.G.S. DATUM

ELEVATION OF REFERENCE POI NT 2587 ' U.S.G.S. DATUM

DRILLING METHOD Rotary Wash, E- '1, Mud

DATE DRILLED 8/20/90-8/28/90

USE OF WELL Observation Well

DRILLER Bud Mat t is

SIZE OF HOLE 6i" DEPTH OF HOLE 660'

SIZE OF CASINe 2" DEPTH OF CASINe 641'

TYPE OF CASINS PVC Flush Joint, Sched. 40 PERFORATIONS 29 I '-64 I'

GRAVEL PACK Yes - Pea Gravel TREMES

PUMP TYPE POWER USED

YIELD DRAWDOWN

LITHOLOGIC LOe BY

ELECTRIC LOllY

K.L. /S.L.

D.C. /S.L.

INTERVAL

INTERVAL

REMARKSPerforation zone between 29 i' and 64 I " 10' perforated casing alternating with

. drilled 10' blank casing. Blanks have ,4 holes %" diameter every 2 linear feet of

casing.

rr I RECORDED BY DATE

A-34

DPW

REMARKS

, Started drilling~ 12:50 am

on 8/20/90.

1:05 ¡:

i : 25 ¡:

~ij

1;37 ¡:

1 :45 ¡: ,

j

J

,2:05 p:

j 2:48 ¡:

i

¡

Knocking ~ 65',

j

,

j3:02 ¡:

, 3: 16 ¡:

j

, Knocking ~ 89' .

Stopd drillin~ 3:30 ¡:

on 8/20/90.'1""' 2471 F CD lO/?!!

OJë.E'"en

..~oii

- -, ~ "

C', ,Dg 0', .

'0: ~ 0

o , "

, 0

Q

~. J. '

, ," '" "

uz:Q.o~

z:ã..o- 0 -

I PaGeL- of -LWELL NUMBER Mf3DESCRIPTION

san silt, yellowsh brCM, silt 70%, sand iædiuu to coase, 30%,

poery .Sand, light brCM, san fine to very coarse, granules 30%, porlysorted, sand grains and granules an. to suban., dannated byclear and opaqu quartz and black lithic fragmnts - schists,

saæ iron staining on grains.

~ ,I. '0 .

" 0"', ...., ~ 20- Becanng fine graind., , ,

") ., '""

'" '. '. 'J

- 'o

- 10 _d

()

, "I.) .

.0 'G~--="~3O-.' 0

" "-, -- ...ø-_-, .-.0'- õ,-ë. ," ~ 40 -~'Q'~

" .~: :":0-,0o' :-

, .~. .. 0-,/1 ,:: 'or-. "0 _ ,-,o "_.. .,'0 _

ùo~.~. ..,,--~ --~ _8a. _' .-_- 00":-

,(l., 9..":, Ó

o. q,=- 0 :o '. -o. .:. °0

a. "..-0 _~. ':~-::'n .

"'()" --.

_" '0....;

~ 50 -

-, -

~ 60 -

-

- 70 -

- -

Sa silt, light brow, sand 40%, silt 50%, granules and gravel 10%,silt plates in cutlins i to iii in diamter, porly sorted.

Silty san, san fin to coarse, 50%, silt 30%, granules an gravel

20%, anlarity and cansition sam as 0-20' interval.

San silt, reddish bra., abdat silt plates. Saæ gravelfragnts dak in color - schists.

Silty san, light brow, sand fine to coarse 50%, silt 30%,

granules an gravel 20%, anlarily and cansition sam as 0-20'interval.

- 80 - Bean finr grain.-. --,-0.. ".:-..- -Ö:_"Õõ-- ." .

',:: ::-0. .:.

..

San silt, reddish bra., minor gravel fragnts, dark in color,

schists.

O. .'- 90 - Bean coaser graind.

" "Ò-0" ",~. 0

C/: _,

-

'" - 100-

Silty san, light brow, san fin to coase 60%, silt 25-30%,

granules an gravl 10-15%, anarity an cansition sam as0-20' interval.

A-35

DPW

REMARKS

~ -~

Started drilling~ 7:55 am

on 8/21/90.~ 1

-. ;¡

~ ,

Knocking (ê i 15'.

8: 15 am

8:20 am

Drilling interval

gettinprogessivelyloner. Hader

~ strata?- ,

8:47 am

8: 52 am

9: 15 am'::L4 am

,

Knocking ~ 175'.

9:40 amY: :x) an

ær samle

~ 200'.

10: 15 am'IT-~ 2471FCO ioin

CD UÕ.'" ~ ~E ~ ~ õ.0c ai

CI .en ~ 0

" 1000-- --

~ . -..

:- l- 110-,-

~

" --,J'

- ~J.- -.,-

~ 120-

-

WELL NUMBER M-3OESCRI PTION

I P a Q' -- of ..

Silty sand, light brCM, sand fine to coarse 60%, silt 20%,

granules and gravel 20%, porly sorted, sand grains an granulesan gravel anlar to subanlar, clear to white opaque quartz

and black lithic fragnts - schists, saæ grains oxidized to

red color, silt clums are reddish brCM.

-' ~ 130 - As above,

-~

-(J, ,..

-o--

" -

~ 140 - As abe,.~

. "

0.

.. ,

'J -"~ "

-v..

..

-_..~ 150 - As above, increasin silt content i IIre silt clums.

..-- ." ~

. .~ ~ .

-=

~.. ~~ "

-. ---~"7 .;.- -_ IIo., -

o --.- '-- '.0: , .-

-

- ~ 160--

-~ 170-

'0

-

- '

II ~o ~ 180-

c ..---,0,

. ''"-

.-,.- .-o -.- ii- -

.....~- .-:"" -

co"

n

--.-

_ 200 _

As ab,

As abe, inreasin silt content to 30%, IIre silt cltDs.

As ab,

190-

~ 195' inreasin silt content to 300%, DDre silt cltDs.

A-36

.. l"Õ... .c .cE ~ Do

¡¡0., ajCI .

en ~ 0~ 200-

0-'". -

-- ...; "

.. - ~ - 210--- -.. - -- ,-

- --- . -- -

.. ,

DPW

REMARKS

12: io ¡:

.. ,

- i 12:25 ¡:

1:08 ¡:

-i Drilling slowr.Progressivelyharder strata?

- ,

-' ,

1:38 JDi :46¡:

.. ,

2: II ¡:

2: 18 ¡:

2:48 ¡: ,

2:57 ¡:

--

.. ".-

-'

~ -

~.

.,,Q ~-- -" .-

Q.--

--~ --

,. ..- -- ..o :'--,'.. -

. --,ù -.-

- '----_ø- -

--., 220-

,

,

-.. -

.-

-.

-..

.. '

WELL NUMBER ~3OESCRI prlON

I p QQ' .. of ..

Silty sand, light brow, sand fine to coarse 60%, silt 20-30%,

granules 10-20%, grains an granules anlar to subanlar,clear to white opaque qurtz with black lithic fragmnts - schists,

som grains oxidized to red color, silt clums com.

Bean nrre silty ~ 210-220'.

Silt content inreasing to 3035%.

230 - Silt clums reddish bra. bean nrre nuurou.

240-

As abe

-25 - Sandy silt, light brCM, silt 6070%, san an granles 300%,

porly sorted, anlarity an cansition of framrk grainssam as abe.

-..

, ,

0'~ 290 --, 0

~ ~- -0.. -

.g- --

i;..- -

.. ,- -30 -

ø---

- 260 - Silty san, sam as 200220' interval.

.. -

...'-

..

o. '- ~ 270 -

-

-' Silty san, as ab.~ 280 -

o-.

Silty san, as ab.Increasin silt content to 3035%.

Sa white. fragts noted in samle, 1/8 to 1/4" diamter, SIars

easily betwn finrs - clay.,3:22 ¡: A-3?rn;"Z 247tFCO lO/?!

" '- ..

. ": ..

-- -

- ..

'" .. 0--

o

, , 0

.. uOPW Q. .. &. &.

E ~ Q. Õ.0'" aj0 .REMARKS U) ~ 0- ,c. .. 30 -

~ , 3:28 pn '" -- , 0 ..

, ,0 ' -.- '-..

- , " -- 0-u -,

j - ,- 310 -- .,-

-1 ~~. -

~-"-0 --

Q"'7 d- - -,0 --

i 3:53 -, .. -pn 0320 -4:00 pn ,-, ¡,, ..- -.,-,'- -

- C1 0

-~ -,~

b; - -'~'-o

~ ~; ~ 330 -

"', o~ '0."

-

-,-0., :-,0..'" ~.0-_ :;Stopd drilling

~ 4:26 on 8/21/90.

, Started drilling~ II :03 am

on 8/22/90.

.0 ...

-\j. -.- o '...,- --, ~

o~- ...'0- -_ ,'.2'V' ~d -'- '-.. 0Q. -.".. -

a '~ '?. .-

11:31 am11:4U am

- --0'

WELL NUMBER MY3OESCRI PTION

I POQ... of L

Silty sand, as abe.

Dereasing san content.

Silt/sand, light brow, silt 50%, sand and granules 50%,

porly sorted, grains anlar to subanlar, nuurou siltchmms, fraark grains, \\ite opqu and clear qurtz andark lithic fragnts - schists, saæ \\ite clay particles -

easily ssared.

Increasin silt content - to 6070% of samle.

White clay paticles still present.

~ 340 - As abe in interval 310' to 320'.

~350 -

- .';0- ~360---C' _- 0-.--._' .0-- ::----

12: 10 pn12: 17 ¡m ...., '-

- -,~ -

-

-- ~ 370-

Increasin silt content to 6070%.

-'

San silt, lignt brow, silt 70%, sand 30%, silt clums present.

Silt 60%, san 40%.

-'-..~: ~ 390.. Silt 6070%, san 300%.- -

SP samle ~ 400' .

._'12:52 pn

~_.: 2471 Fe 0 10/78

--,--. ~ .--' -

'---,'-

-,- ~ 38--

. ..-"! ~

- "!

-: --'., -

- ~4OO

-

A-38

DPW

REMARKS

i Started drilling

, ~ 9:27 am

on 8/23/90.1

, )

~ 1

_ J

- 1 9:57 am

10:08 am

, ,

- ¡

~;

~ 1

10:30 am

10:47 am

11:25 am

J J:Jó am

, ,

SP samle ~ 480'.

12:23 im

Started drillinJ ~ 1:52

on 8/27/90.

, ~ancsserviced rig duinthe AM.

Knocing ~ 493'.

2: 13 tJ

n"''': 2471 FeD 'O/7~

"' uÕ... ~ ~E . Q, õ.0 0 CI .

en ai ~ 0"..-. ~ 400 --', -_. -'.., --- ---

- _..

- -

r POQi-L of --WELL NUMBER Mr3DESCRI PTION

Silty sand, ligot brow, sand fine to coarse 60%, silt 40%,

porly sorted, fraark grains anlar to subanlar, opaquemite and clear qutz grains and dak lithics - schists.

Sandy silt, brow, sand 300%, silt 60-70%..:~ ~= - 4 10 -

- _ Silt content increasing to 70-80%.- -, Abtmt reddish brCM silt clum.-- -'- ----' --,--'"- -

-- ,, - . -,

. -7"r : .---- ~-- ---; ""- --- --- -

- -- --

-440 --- -.- --., -- -- ~

.-: .~- - - 450.~~:-- ~- -.." ., . .

=-:"-------... ---.'

460 -. ----"- -

~ " ~,-,0-

..- "

420 - Silty san, sand 6070%, silt 300%.

San silt, bra., sand 300%, silt 60-70%.

430 -

Sandy silt, as abe.

San silt, sand 30%, silt 70%.

As abe.Abt silt clums, reddish bra..

Silty sand

-...-. :-~

--,~ -470 - Sa silt, bra., san 40-50%, silt 50%, mite grain easily

ssed bet:en finers - probably untable mirals, saæ largeY.ite clums 1/8 to i /4" in diamter. '~ -

:~.~'..--.~:.--',-.,'.-

-480 - Silty sand, bra., san fine to coase, silt 20%, poly sorted,abt qutz an black coase grain an granles, anlar tosubanar .

.- -490 - As ab, silt 3035%.

ab, silt an clay 25%.'AC! ab, silt 20-30%, CCl highly weathered mite chipsacræs. .

ab, silt 30%, fewr chips.A~ abe, no chips, CaI granes 5%.

--.. -.5-

- ~

~'.-, ,- ,.r-, -,-.-. .... ~- -

-.'_.-~~---..

. ~-:;- -

1/8 to 1/4"

A-39

DPW

REMARKS

~ 1 2: 20 pm

~ Welder arrived

) ~ 2:45 to workon truck.

1 2 :40 pm, 2: 53 pm,

1

,

ì

::

1

)

3.15 TIm

4 : 06 pm'

Operation shutdown for weldin¡

i~ 3: 20 to 4: 05.

4: 25 pm4 : 33 pm

)

Stopped drillin¡i~ 4: 52 pm

on 8/27/90.

i Started drillin~~ 7:45 amon 8/28/90.

n-, 2471 Fe 0 10/7S

.. ~ã. '" .c .cE ~ Q. Õ.0c ii 0 .(/ ~ 0

, ~ 500 ---: . -i

.'- -- --

- -510 -- ---

- -- ---

,- -- -

I Pa;i-- of -.WELL NUMBER MW-3OESCRI PTION

Silty sand, silt 20 30%, granules less abundant.

As above, common quartz granules, angular, highlyweathered white chips.

As above, silt 30%, fewer quartz grans. and white chips.

As above, silt 20%, abund. quartz grans. and white chips.

520 - As above, silt 20-30%, fewer granules and chips.

- -

As above, silt 35-40%.- -530 - As above, silt 20-30%.

..

"

;.

-"

-" .

, ,-~~

--

..- --- ~ 540-

--' --,

~ 550-,-..

,'--

As above, common white chips, clay 5%.

As above, silt 30-35%.

As above, silt 40%.

As above, silt 30-40%.

-~560- As above, silt 30% abund. black granules, weathered,

c lay plates. I" thick by .3 by .5" in diameter.,. ,

":, ,

~,-, ,- " -570- Silty sand, silt 40-50%.

As above, silt 30-40%, few black granules.

': ~

"

. ~'wi

- -.. - ..- ----

'- ~ ;,'- -

--.-

-', -

- -580-, ,

.:- ..- -,

-.,..'.-~' '""', -590-

.. -

-:. . ..-- -, -"'.-: ~- -" ,. - .-.

-

-600 -

As above, silt 30-40%.

As above, silt 20-30%.

Sandy clayey silt, silt 70%, getting sandier.

Silty sand, silt 40-50%.Sandy clayey silt, silty clay 60-70%.Silty sand, silt 40%.Sandy clayey silt, silt.,and clay 70-80%.

As above, silt and clay 60-75%.A-40

DPW ., .! .£NUMBER MW-3 T PaQiLof..

, õ. '" .£ WELLE ~ Q. Q.c 0 0 .. REMARKS (/ ai ~ 0 DESCRIPTION

, ,-,~ 600-.. .. Sandy clayey silt, 8:25 am '.~ -

-~. -- --- -

As above, silt 60-80% .-- -- -1 - -- -¡ - '.. 610:'-

.. As above, silt 50-60% , getting sandier, with less clay.l,'"

As above, silt 60-70% ..:..-, -,

8:55 am - -~ 6:2i - "" As above.9:04 am ",-

, Knocking ~ 620' . .... -' Getting sandier, silt 50-60% .~ ., As above, silt 70%.' . ----

~ 630- As above, silt 50-60% .i

-,j , ' , ' Silty sand, silt 40%.

1 Knocking~ 633' . .. Silt/sand, silt 50%.' ' -

! ;.. .- Sandy silt, silt 60-70% .-/

-9:46 am '7

, .-640- Increas ing silt 70-80% .! 9:55 ~ - content toam -.~.' '-.--- -. ,-.--

Silt 60-70% .-- - content... .....:.... -,~.-:: ~650 -- .~ Sandy silt, siit 60-80% .--- -- '"

I Stopped

-- -drilling - -- - -

. ~ 10:33 - -

,on 8/28/90. .. .;- - 660

I

Bottom of Hole 660'

I

I - -

I

- -

- -

, -

A-41"Z471FCD lO/7! - -1-

;1 r

..£ w_.

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.S

.G

rada

t io

nA

tt.L

imits

Lab Comcact ion

Field Condition

**Bori n9

Seri

alG

roup

Dry

Opt

.D

ryM

o i s

tPe

rm.

No.

No.

Dep

thN

o.Sy

mbo

l-4

-200

LL

PID

ensi

tyMo i s t

Dens ity

Con

tent

(ft/d

ay)

( ft. )

(%)

(%,)

(%)

(%)

(pct

) .

(%)

(pcf

)(%

)

11

5-6*

4504

0*S

M11

0.4

1.3

2 3 4 520

-21

4504

4SM

-SC

95.5

31.9

235

638

-39*

4504

5*S

M11

9.5

7.2

Imoe

rvio

us

738

-39

4504

6SC

99.3

46.9

3015

8 968

-69

4504

8SW

-SM

83.7

11.6

21 2 3 4

28-2

9*45

052

*SM

115.

81.

1

~ * Classified by field methods

~ ** Percolation tests performed on remolded samples

3:A

Ml

t,: :

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

Lim

itsLab Compaction

Field Condition

**Bori ng

Seri

alG

roup

Dry

Opt

.D

ryM

o i s

tPe

rm.

No.

No.

Dep

thN

o.Sy

mbo

1-4

-200

LL

PID

ensi

tyM

o i s

tD

ens

i ty

Con

tent

(ft/d

ay)

(ft. )

(%)

(%)

(%)

(%)

(pcf

)'(%

)(p

cf)

(%)

25

28-2

945

053

SM-S

W95

.111

.4

637

-38~

4505

4*M

L12

0.3

10.7

Impe

rvi o

us

737

-38

4505

5SC

95.6

46.5

2810

8 955

-56~

4505

7*S

M11

6.0

2.0

1055

-56

4505

8SM

93.3

12.3

~ l * Classified by field methods

~ ** Percolation tests performed on remolded samples

3 : A

M2

l

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

L imi ts

Lab Compact ion

Field Condition

**Bori n9

Seri

alG

roup

Dry

Opt

.D

ryM

o i s

tPe

rm.

No.

No.

Dep

thN

o.Sy

mbo

1-4

-200

LL

PID

ensi

tyM

o i s

tD

ensi

tyC

onte

nt(f

t/day

)(ft. )

(%)

(%)

(%)

(%)

(pcO

'(%

)(p

cf)

(%)

31 2 3

10-1

1~45

061

*SM

110.

41.

8

410

-11

4506

2SM

-SW

94.9

10

5 6 725

-26

4506

5SM

90.0

12.9

836

-37~

4506

6*S

M12

4.1

6.8

Impervi ous

9 10 1147

-48

4506

9SM

223

12 13

115.

81.

1~ I * Classified by field methods

~ ** Percolation tests performed on remolded samples

3: A

M3

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

L imi ts

Lab ComlJaction

Fie

1 d

Con

d i t

i on

**Bori n9

Seri

alG

roup

Dry

Opt

.D

ryM

o i s

tPe

rm.

No.

No.

Dep

thN

o.Sy

mbo

1-4

-200

LL

PIDens i ty

Mo

i s t

Den

sity

Con

tent

(ft/d

ay)

( ft. )

(%)

(%)

(%)

(%)

(pcf

)(%

)(p

cf)

(%)

41 2 3 4 5

32-3

3~45

076

*SM

124.

84.

9

6 744

-45~

4507

8*M

L11

22.

5

8

51 2 3

10-1

1~45

082

*SM

110.

82.

02.

1

410

-11

4508

3SM

9312

.9

5

~ * Classified by field methods

~ ** Perco1ation tests performed on remolded samples

oo

3 : A

M4

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

D 1

eU

.S.C

.G

rada

t io

nA

tt.L

imits

Lab ComDaet ion

Field Condition

**Bori n9

Seri

alG

roup

Dry

Opt

.D

ryMo i s t

Perm

.N

o.N

o.D

epth

No.

Sym

bol

-4-2

00L

LPI

Den

s i t

yMoi st

Den

s i t

yC

onte

nt(f

t/day

)( ft. )

(%)

(%)

(%)

(%)

(pef

)(%

)(p

ef)-

(%)

56 7 8

39-4

0~45

086

*SP

108.

65.

4

940

-41

4508

8SC

99.5

49.3

10 1141

-42

4509

0C

L99

.555

.229

15

12 1364

-65~

4509

3*S

W11

4.4

1.9

14 15

61 2 3

~ I * Classified by field methods .

~ ** Percolation tests performed on remolded samples

3 : A

M5

a

11'1

~, "

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

L imi ts

Lab ComDaet ion

Field Condition

**B

ori n

9Ser1a 1

Gro

upD

ryO

pt.

Dry

Mo i s t

Perm

.N

o.N

o.D

epth

No.

Sym

bo 1

-4-2

00L

LPI

Den

sity

Mo

i s t

Den

sity

Con

tent

(ft/d

ay)

(ft. )

(%)

(%)

(%)

(%)

(pet

)(%

)(p

ef)

-(%

)

64

29-3

0~45

098

*SM

109.

21. 1

5 634

-35

4510

0SM

96.5

32.4

7 866

-67~

4510

2*S

M93

.617

.910

74.

93.

4

9

71 2

29-3

0~45

105

*SM

99.9

1.6

3 444

-45

4510

7SM

-SP

74.5

8.9

5 6 7

~ * Classified by field methods

~ ** Percolation tests performed on remolded samples

3 : A

M6

'..,.

SUMMARY OF LABORATORY RESULTS

AMARGOSA CREEK - AIR FORCE SITE

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

Lim

itsLab Comcaetion

Field Condition

**B

ori n

9Se

rial

Gro

upD

ryO

pt.

Dry

Mo

i s t

Perm

.N

o.N

o.D

epth

No.

Sym

bol

-4-2

00L

LPI

Den

sity

Mo

i s t

Dens i ty

Con

tent

(ftld

ay)

( ft. )

(%)

(%)

(%)

(%)

(Def

)(%

)(D

ef)

(%)

78

81 2 3

1 2

-13~

4511

4SM

-SW

105

1.7

14.2

412

- 13

4511

5*S

M92

.79.

4

5 6 7 826

-27~

4511

8*S

M10

6.1

2.1

9 10 1154

-55

4512

2C

L-M

L

12

~ I * Classified by field methods

~ ** Percolation tests performed on remolded samples

3 : A

M7

11'1

L. .

SUMMARY OF LABORATORY RESULTS

Antelope-Valley Spreading Grounds

Sam

p 1

eU

.S.C

.G

rada

tion

Att.

L imi ts

Lab

Com

pact

i on

Field Condition

**Bori n9

Seri

alG

roup

Dry

Opt

.D

ryMo i s t

Perm

.N

o.N

o.D

epth

No.

Sym

bo 1

-4-2

00L

LPI

Dens ity

Mo

i s t

Den

sity

Con

tent

( ft

/day

)(ft. )

(%)

(%)

(%)

(%)

(pet

)(%

)(p

ef)

(%)

MW

-11

140

4526

3SM

97.3

21.1

230

145

264

SM10

044

.2

340

145

265

SM97

.932

.4

MW

-31

200

4544

9SM

98.8

33.2

240

045

450

SM97

.222

.8

348

045

451

SM94

.025

.8

~ * Classified by field methods

~ ** Percolation tests performed on remolded samples

co

3: A

M8

~ ~

~-1 AUGER METHOD

" i

Ground surface

r iWater table

_ .J

K~dy864 dt- ~

y

-- Where:

. i

I 2rw

H

K: Hydraulic cond~ctivity in m/day

dy/dt: the measured rate of fall in cm/sec

C: factor that can be obtained from the Table

_ ß

- i

=-

,- 1

- ,Impermeable, or hi9hly

permeable, layer

- , TABLE Values of the Factor C for the Auger Hole Test to Determine Hydraulic Conductivity(after Boast and Kirkham")

(H - Lw)/L" for Infinitely(H - Lw)/L'D for Impermeable Layer H - Lw Permeable Layer

Liolr1o y/L'D 0 0.05 0.1 0.2 0.5 2 5 00 5 2 0.5

1 447 423 404 375 323 286 264 255 254 252 241 213 1660.75 469 450 434 408 360 324 303 292 291 289 278 248 1980.5 555 537 522 497 449 411 386 380 379 377 359 324 264

2 1 186 176 167 154 134 123 118 116 115 115 113 106 910.75 196 187 180 168 149 . 138 133 131 131 130 128 121 1060.5 234 225 218 207 188 175 169 167 167 166 164 156 139

5 1 51.9 48.6 46.2 42.8 38.7 36.9 36.1 35.8 35.5 34.6 32.40.75 54.8 52.0 49.9 46.8 42.8 41.0 40.2 40.0 39.6 38.6 36.30.5 66.1 63.4 61.3 58.1 53.9 51.9 51.0 50.7 50.3 49.2 46.6

10 1 18.1 16.9 16.1 15.1 14.1 13.6 13.4 13.4 13.3 13.1 12.60.75 19.1 18.1 17.4 16.5 15.5 15.0 14.8 14.8 14.7 14.5 14.00.5 23.3 22.3 21.5 20.6 19.5 19.0 18.8 18.7 18.6 18.4 17.8

20 1 5.91..

5.06 4.81 4.64 4.62 4:58 4.465.53 5.30 4.70 4.660.75 6.27 5.94 5.73 5.50 5.25 5.15 5.10 5.08 5.07 5.02 4.89

, J 0.5 7.67 7.34 7.12 6.88 6.60 6.48 6.43 6.41 6.39 6.34 6.19

50 1 1.25 1.18 1.14 1.11 1.07 1.05 1.04 1.03 1.020.75 1.33 1.27 1.23 1.20 1.16 1.14 1.13 1.12 1.110.5 1.64 1.57 1.54 1.50 1.46 1.44 1.43 1.42 1.39

100 1 0.37 0.35 0.34 0.34 0.33 0.32 0.32 0.32 0.310.75 0.40 0.38 0.37 0.36 0.35 0.35 0.35 0.34 0.340.5 0.49 0.47 0.46 0.45 0.44 0.44 0.44 0.43 0.43

Reference: Todd ( 1980)

A-50

~ 1

-1

_ J

r- i

~ )

~ 1

d ì

- j

r 1

_ J

- ì

~c,

- i

- j

- i

_ J

- ,

'. j

BOUWER AND RICE METHOD

2 rC

WATER -- TABLE- Y -=jI--

I

I I

i

K -rt:2 In (Re/rID) 1. In Yo

2L t YiH 0

I L1I

II

I1L-K: Hydraulic Conductivity

y: Vertical distance between water level in welland equilbrium water table in aquifer

YO: y at time 0

Y1t: y at time t

IMPERMEABLE r 'w: radius of casing and thickness of gravel envelopeFig. L Geometry ond symbols or a partiolly penetating. portially

perforated well in un.confined aquircr wiih gravel pack or developedzone around perforated section. Re: Effective radius over which y is dissipated

L: Length of perforated zonerc :radius of casing plus gravel pack

where:

In R Ire w ( 1.1 + c )-1In (HI rID) Llr",

14

12A

ondG

10

8

6

4

2

C is obtained from figure 3G///'///

I//

//

/I V/'/

/'/'../ /'

-_..-- ~..==------

4

B

3

2

5o

/0 50 100 500 /000 500L/rw

Fig. 3. Curves relating coeffcients A. B. CCnd C to Ltrii.

Reference: Bouwer and Rice (1976)

A-51

~i

~l

r ~

v j

, ,

_ J

_ 1

'. í

r 1

-, j

- i

.;

'"1

- j

- i

- j

- ~

- .

- J

, j

- i

- j

- ,

- i

HVORSLEV METHOD

-+~r

where

,K = ,~ In (L/R)

2LTo

K is hydraulic permeabilityr is the radius of the well casing

R is the radius of the well screenL is the length of the well screen

To is the time it takes for the water level to rise or fall to 37 percent of theinitial change (Figure 6.21)

Casing

. . -.# .. .. ~. ........ .

.'. '..Wel) screen

.: Sand .

':.:".:.:.::. '.i ~:~(:: ::'.: "'~'.:' .'.R

rhe data are plotted by computing the ratio h/ho and plottingthat versus time on semilogarithmic paper, as shown in Figure 6.2 i. The time-drawdown data should plot on a straight line. .

1.00.9

0.8

0.7

0.6

~ 0.5'"~OJ 0.4g 0.37.¿.:0 0.3

(§-:'"C1I

0.2

1\'\

'\~

\Ì\-- -- - -

To 1\

1\Ìò\\\

0.1o 2 4 6

Time t8

Plot of head ratio versus time used for Hvorslev method.

ho The height of the water level rises above thestatic water level immediately upon adding the slug of water.

h The height of the water above th~ static water levelat some time,t, after the slug is added.

10

Reference: Fetter (1988)

A-52

~1

A)

~1

~ ,

, 1

j

d ,

"

_ i

'- J

r1

)

-'i

--. j

- iH1

- ii

HEIGHT

H2- i

" ¡

- ,

, )

Where:

PERCOLATION TEST.FOR- DSE IN CALCULATING HYDRAULIC CONDUCTIVITY IN THE TRENCHES

Ground Surface

TRENCH

II/III

ll'H -T

1 TEST PIT 1H - T2 2~ 2ft ~

2ft

l

B) FOR USE IN CALCULATING HYDRAULIC CONDUCTIVITY IN THE DEEP BORINGS

TIME

T 1

BORING DIAMETER: 7-

CASING DIAMETER: 2-

T 2ANNULAR SPACE AROUND 2-

CASING IS PACKED WITH PEA GRAVEL

(POROSITY IS ASSUMED TO BE 40%)

WATER TABLE

NOTE: Water take is assumed to be through the boring sidewalls above the water table.

PERCOLATION RATE P= Qf A

a = WATER TAKE BETWEEN TIME T 1 AND T 2

A:; AVERAGE SURFACE AREA IN TEST PIT AND BORING BETWEEN TIMES T 1 AND T 2

A-53

. ,

L J

"--1WELL PERMEAMETER METHOD

, ,

r 1Formula used for the constant-head tests in the shallow borings.

c ,

~ 1

" j

r i"

, j

c i

,c j

k.,=525,600 (SInh-i (~) ~ 1) £; Cf.T.)h f.20- J

;.j

c 1

,- j

c 1

!

, j

- 1ii,

.1c J where: k20= coeffcient of permeability, feet per year,

h=height of water in the well, feet,r=radius of well, feet,Q = discharge rate of water from the well for steady

state condition, cubic feet per minute, (de-termined experimentally)

-,

- j

- 1

tLT=viscosity of water at temperature T,tL2o=viscosity of water at 20° C., andTu = unsaturated distance between the water sur-

face in the well and the water table, feet.

- ,

c j

- j

- j

Reference: Earth Manual, 1960

A-54

~ i SCHEMATIC DIAGRAM OF THE SHALLOW WELLS

~ "1

~.

~ 1

rj

- j , GROUND SURFA

r i

_ J

r i

::

~ "1

- j

~ i

MARKER POST

4" PVC CASING- .

(4, 114- holes driledeach foot of casing)r i

~ J

- ,

_ J

- ,,

_ J

- iCAP WITH

SINGLE 1/4" HOLE

- j

SURFACE VAULT

i 4-S0ILi. . · \)..~ ! ~bo ~5' SECTION OF CONCRETE

, ;J,. '. b ~. (

Q .ø o ,,- .0"'0"

Q" e .. , ~~ o ,

. ." /J

. 04~ . . ?P . 0 ~

0

0 D . " ~ 4., 0 . .

.. " " . '; 0 ~

oaD"ttlQ~f' ., ~",..o...~a

o ~. ,I 0. OOo ~ ,p. ,() II~ \) 0 ',I) 'Ot) .

" '0.4.0

o'0 0 10 ,'I 0

() () \I '\) "p "" \I

"

PEA GRAVEL

: I) '\ Q

~ 0

. -0 -0

PD.~ \I . 0'.0

I¡' p.0. . '.0 10

.o .

, II .0. I). · 0 \I r DEPTH OF WELL1,,, k .

(See Table on this Page)~

18".80RING

.. .p p ,

.. ." .

" p " ..."Q ,

l I: 0.. ..

,. .0

() 4 .

.(

'"

o

.¡

Boring No.

81

81A

8385A

87

88

Depth of Boring

69'

39'70'

42'

25'

70'

NOT TO SCALE

A-55

Gro

und

Surf

ace

MW

-1E

lev.

260

7 ft.

'I ,-,

l' l.~'L

__-"

.'''

,-_

--\

-".J

1 ",,

SC

HE

MA

TIC

DIA

GR

AM

OF

TH

E D

EE

P W

ELL

S

Gro

und

Sur

face

" ..

5 ft

. sec

tion

/-q~

of concrete 00 I) o

ø01

)o D

O occ

" °0 °0 o 00 o 00P

ea G

rave

lpø

oo , o 00 Q oo

oQ

0 I) " 0" o

I)"

01)

DO o 0

0 \I

o Q

I) '"

,,0

~" DO

"" "

Q ."

,,'" Q

"D (

; 0o

Co

;) V

o "

;)o 0

a I)

0;)

/S

urfa

ce V

ault

". 0

0" o' " " .. " 0'" o :; 2"

PV

C C

asin

g0.

.""

oo

7" Diameter Boring

c-P

ea G

rave

l.,0 oQ

0 oJo D "

355'

p~ " " I)

o ~ " :/" '" "

"0 0" " 00 ~

Per

fora

ted

Zon

e355' to 695'

(Alte

rnat

ing

10',

0.04

0 sl

otte

dcasing and 10' hand-driled

-cas

ing)

5 ft, section /

of concrete 00 ø D

o .0 " ,~ Co " 01) O;; c.

MW

-2E

lev.

259

4 ft.

5' M

arke

r Po

stM

arke

r Po

stSu

rfac

e

00 " 0 0

'"o ..

c. "

0"2"

I)"

PVC

Cas

ing

I) .

0""

0..

0"I)

"0"

""0

00?

'"\)

1)" I)

" ""

" D øoC0

0

Pea

Gra

vel

DO °0 o " " ;)0

0", 0

o ;

o :.:

::°0

:~ .o

?o ": -0

0" ::

0:

,,;¡ ~. 0

t: .', 0

" 0

I). 0

o .00-

" "

I)o

"00o

I) 00

425)

Perforated Zone

425' to 615'

(Alte

rnat

ing

1 Ö

', 0.

040

slot

ted

casi

ng a

nd 1

0'bl

ank

casi

ng)

615)

Total Depth: 641'

695)

Total Depth: 660'

7" Diameter Boring

Tot

al D

epth

.' 80

0'~ i 01 0)

NOT TO SCALE

MW

-3E

lev.

258

7 ft.

5'G

roun

d S

urfa

ce

'/

7" Diameter Boring

2" P

VC

Cas

ing

" o · 0

o D

D i.

o; 0

".: 0

o .'

iiø :: ..9

QQ

".0

:: ~

o

~ .~

tJC '. ø

I) .,

:: .

o . u

~ 0 .:~ DO

I) .

Dg

.. Q

~".

..°D

;. ..

~o : Qg

o ; 0

Po : 110

"1"0 : Q a

00 .:

0 J

lD

. ,"

li

2911

Perforated Zone

291' to 641'

(Alte

rnat

ing

10',

0.04

0 sl

otte

dcasing and 10' hand-driled casing)

641

¡

APPENDIX 8

-- -

SUBSURFACE INVESTIGATION

The subsurface field investigation consisted of the following:

a. drilling 11 shallow and 3 deep borings,

b. electric logging of the deep borings,- -~

e. performing percolation tests in the borings and in shallow trenchesus i ng a va ri ety of methods, and

d. measuring water levels in the deep borings.

Each of the subsurface investigations is discussed below.

._~a) Shallow and Deep Borings

Eleven shallow exploratory borings were drilled at the Air Force Site todepths up to 70 feet using a Calweld 1811 bucket auger rig (See Plate 1 forboring locations). As the drilling proceeded, a detailed field log of soilstratigraphy was compiled (see attached logs in Appendix A). Soil samples,consisting of bulk and ring type samples, were collected in representativesubsurface soils (see laboratory results in Appendix A).

In six of the shallow borings (B-1, B-1A, B-3, B-5A, B-7A and B-8), a 4-inehperforated schedule 40 PVC casing was placed to perform permeability tests.The cased hol es were packed wi th pea gravel.

:= i

Three deep exploratory borings were drilled to depths of 640 to 800 feet

(see Plate 1 for boring locations). A Mayhew rotary wash rig was used,equipped with a 6~-ineh trieone bit. E-Z mud was used as a drilling fluidadditive to maintain hole integrity. Due to equipment breakdowns, the drillstem in bori ng MW-l was IIshut-i nil at a depth of 460 feet and had to be blownoff at the bi t to be recovered. As a resul t, the hol e had to be redri 11 edat a nearby location.

As the drilling proceeded, a detailed log of soil stratigraphy was compiled

(see attached logs in Appendix).

To complete each deep well, a 2-inch diameter, flush joint, schedule 40 PVCcasing was placed in the hole to the depth drilled. Centralizers, spacedat 20-foot intervals along the PVC casing, positioned it in the center ofthe hole. The casing was perforated at pre-selected intervals formonitoring of the static water table.

Perforations consisted of 0.040 inch slotted-type casing and ~-ineh holesdrilled in blank stock. After the 2-ineh PVC casing was placed, the holewas packed wi th pea-gravel. The upper 5 feet of the hol e was cemented toprevent infiltration of the surface water. A surface vault was installedand the location of the well marked by a 5-foot long, 2-ineh diameter steelpipe.

B-1

b)

Development of the wells was not uniform. In MW-l, prior to the placementof the PVC easi ng, the dri 11 i ng fl uid was forced out of the hol e byinjecting water through the drill stem positioned in the hole. Chlorinebleach was added to the water being injected in order to break down the E-Zmud. In MW-2 and MW-3, development of the wells consisted of injection ofchlorinated water through the perforated 2-ineh casing after the hole waspacked with pea gravel. An additional development effort was laterundertaken in the three deep wells. This effort consisted of injectingpressurized and chlorinated water through a 3/4-ineh PVC pipe at differentdepths in the 2-ineh PVC well casing.

Borehol e El ectri e Loggi ng

Following the drilling of the deep holes and before the wells were cased anddeveloped, the holes were electric logged. The electric logging toolsutilized consisted of long and short normal, single point resistance,spontaneous potential and gamma ray logs (see attached logs in Appendix).The datum used in the logs is the ground surface. The drilling fluid in thehole was an E-Z mud additive in fresh water.

=---.

- ,

c) Percolation Tests

Various percolation tests were performed to determine the hydraul ieconductivity of the subsurface soils. Water was supplied by 2000- to3000-gallon water trucks.

In five of the shallow wells (B-1, B-3, B-5A, B-7A, B-8) constant-head andfa 11 i ng-head penmeabi 1 i ty tests were perfonmed. The hol es were presaturatedwith at least 10,000 gallons of water before conducting the tests. In thefa 11 i ng-head test the hol e was fi 11 ed wi th water to wi thi n a few feet of thesurface and the falling-head was measured as a function of time. Therecorded field data was later utilized to determine the hydraulicconductivity of the subsurface soils.

The IIwell permeameter testll was used as a constant-head test. Thi s testrequires a minimum volume of water to be introduced into the boring based onthe dimensions of the volume tested. A constant-head was maintained duringthe testing interval by regulating the metered discharge from the watertrucks and continuously monitoring the water level in the boring.

Percolation tests were conducted in two 6-foot deep trenches (TP-1 andTP-2). At the bottom of each trench a 2x2x2 foot pi t was hand excavated.Water was added unti 1 the pi t was fill ed. Duri ng the test the water 1 evelwas measured and recorded as a function of time. Several cycles of testingwere performed. Field data relating the water volume percolated to theaverage surface area of the pi t were used to determi ne the hydraul i econductivity of the soils. For comparison purposes, soil samples werecollected and permeability measurements performed in the soils laboratory.

d) Water Level Measurements

Water level measurements were taken in the three deep wells using anelectrical water level indicator. Water level monitoring was performed fromOctober, 1990 to February, 1991, and the data was used in determi ni ng thesite specific hydraul ie gradient for the upper unconfined aquifer.

B-2

.- ~

- ~

e) Pumpi n9 Test

A pumpi ng test was performed wi thi n the unconfi ned aqui fer on well s ownedand operated by the El Dorado Mutual Water Company. The wells are locatednear the intersection of Avenue N-8 and 10th Street West approximately 1700feet west of MW-1. Duri ng the pumpi ng test water was extracted at a rate ofapproximately 250 gal/min for 143 minutes. Water levels in the well wererecorded as a function of time during the drawdown and recovery of the waterlevel. These data were used in determining transmissivity and storativityof the unconfined aquifer.

B-3

APPENDIX C

- j

.LOS ANGELES COUNTY

ELECTRIC LOG DEPARTMENT OF PUBLIC WORKS

GEOLOGY AND SOILS SECTION

jl

,PROJECT Air Force Site - Amargosa Creek

Q)

WELLLJ MW-I.M wtf~Q) FIELD

tJ l-H ~ en

COUNT STATE. .

0 Q) ræ m.;J ~ CA~ Q)H

Otr Servics:H u.M City_of Palmdale-: co

en - -: 1350 ft. east of centerline of G, sp', PR0 i Loctioi- bJ ~ H 10th Street West 0.4rr Normal Res() ~

~ 2135 it. south of centerline of 1 .6m Normal ResW S-: .. o Z Ave N0 :: .. ::a: UJ ~8a. ~ Se, Twp Ag

Permnet Dati. Ground Surface Ele. 2606 ft, (Topo Elev.: K.a. NA

Log Measured From o ft. Fl Ab Perm. DatLl D.F. NA

Drillng Measured From Ground Siirf;:c-p G.L /nOn ft (ToiDale 7/31/90AU No, Onen ... Drlle 800 ft.Depth-Logger 788 ft.81. Le Int. 0 ft.T oø Le Int.

CasrDrlle ~ ~ ~ (gCasing~Logger

Bi Si 6-' in.Typ Fl in Ho E-Z Mud

De. I Vis. I I J

DH I Fl Le N/A I N/A mi I mm I ml I ml

Sc ofR. ~ Me Tem. N/A (§ N/A of (§ OF (( OF (g OF

R- (§ Me. T em. N/A (( N/A OF (§ of (§ OF ~ OF

A. (§ Me. Tem. N/A (( N/A OF ~ of (§ OF ~ ofSo R- A. N/A I N/A I I I

R. (§ BH NIA (§ N/A OF (§ OF (§ OF (§ ofTme Si ar.Tme On BoomMa. Ae. Tem. OF (§ °F(( of (j OF (§

EQip. I Lotio I I I I

Re By D.C. K.L. L. T

Wit Bv

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- COMPANY: LA COUIITY

HOLE ID: ftFlIl-l

LOCAT Oil: AIIRGOSA-USAF SIE

DUE: 97-31-9Till: i399

OPERATOR: DC LL

COHHEIII1: DATUH G SURfACE

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HOLE ID: ftfHII-l

LOCAI Oil: AHARGOSA-USA SlE

DATE: 97-31-9

IIE: 1939

OPEATOR: DC LL

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DATE: 97-1-&

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HOLE ID: ftHl-l

LOCIIII: AIIRGOSA-USA SlE

DAT: 97-31 -99

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, ,

.LOS ANGELES COUNTY

ELECTRIC LOG DEPARTMENT OF PUBLIC WORKS

GEOLOGY AND SOilS SECTION

ëJlPROJECT Air Force Site - Amargosa Creek

ccLJ

WELL MW-2'''U) Wcc ~ FIELD() t- .H en . .0 COUNT US MM ~ STATE CAi: ~

ccH cc Other Servs:''' H City of Palmdale-o u -o. 1320~ft. east of centerline of G, SP, PRco N H LoctioCI i 10th Street West 0.4m Normal Res.i- ~ ~() H

~ 870 ft~ south of centerline of I .6m Normal Res.W ro Ave N'-"" S Q ZQoo :: -J ::a: w ~8a. ~ Se, Twp Ag

Permnet DatLm Ground Surface EIe, 2594 it, (Tapa Elev,: K.B. NA

Log Measured Frcm o ft. Ft. Ab Perm. OatLm D.F, NA,

Orillnq Measured From Ground Surface GL 2594 ft. (Tai ~

Date 8/15/90FU No. Onef' Drll 660 ft.Depth-Logger 636 ft.81. Lo Int. 636 ft.T CD Lo lme. 0 ft.CasrDrlie (( (( (( (§Caing":LoggerBi Så 61 in.Typ F1 in Ho E-Z Mud

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Re By D.C. S.L. L,LWitss Bv

COIIPAIiY: LA COUlIT

HOLE ID: AFII-2

LOCAIIOIi: AIIARGOSA-USA SIE

DATE: IJ8-15-~IJ

II lI: IJ85IJ

OPERAtOR: DC SL

COIIIIEIiIl: DAtUII G SURFACE

COIIIIEtt2: FLUID--E-Z IIUD

r- '

- COHPAIiY: LA COUliTY

HOLE ID: AFHII-2

LOCATIOH: AMARGOSA-USAF SIE

DAt: 118-15-911

TIME: 11945

OPEATOR: DC SL

COHHEHTl: DATUH G SURFACE

COHHEHt2: FLUID--E-Z HUD

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COIIPAIIY: LA COUlitY

HOLE ID: AFIIW-2

LOCAtOIi: AIIARGOSA-USA SIE

DAt: IJ8-15-~IJTillE: 1145

OPERtOR: DC SL

COIIIIEIi: DAtUM G SURFACE

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COIIPAIiY : LA COUttY

HOLE ID: ftFII1I2

LOCAtOIi: AIIARGOSA-USf SIt

DAt: IJ8-15-~IJ

TillE: 131IJ

. OPERAtOR: DC SL

COIIIIElIll: DAtU" G SURfACE

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.

. LOS ANGELES COUNTY

ELECTRIC LOG DEPARTMENT OF PUBLIC WORKS

GEOLOGY AND SOilS SECTION

~IPROJECT

.Air Force Site - Amargosa Creek

~ WELL MW-3.~ wu: ~ FIELD

j~en

COUNT STATE. .

~ US m; ~ CA(!

!-QJ

Otr Servs:i. City of Palmdale.~ 'U-c ~ 3430 ft. east of centerline of G, SP, i PR

cc cY!/ I H loctio 10th Street West 0.4m Normal Res.~ 0 ~U bO 1120 ft. south of centerl ine of 1.6m Normal Res.

W ~ ~ Ave N.J e 95o~ ::II w ~8a. :: Se. Twp AgPermnet Oatlm Ground Surface Ele. 2587 ft. (Topo) Elev.: K.B, NA.

Log Measured Fran a ft. Fl Ab perm. Datlm D.F. NA

DriJlinc Measured From Ground Surface GL 2587 ft. (To¡: 0Date 8/28/90Ru No, One..- ~ Drll 660 ft.DepthLogger 652 ft.Bt. Lo Int. 652 ft.Top Lo Int, 0 ft.CasßDrIIe (! (! (! (§Caing":LoggerBi Si 6~ in.Typ Fl in Ho E-Z Mud

De, I VIS. I I I

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EQ. I Lotio I I I I

Re By D.C, S ,L.

Wit BY

CO"PAIIY: LA COUIITY

HOLE ID: AF"W-3

LOCAIOII: A"ARGOSA-USAF SIE

DATE: 98-Z8-99

TI"E: 1359

OPERATOR: DC SL

CO""ENT: DATU" G SURFACE

CO""EIITZ: FLUID--E-Z "UD

~ 911.41) OH-H

CO"PAIIY: LA COUIITY

HOLE ID: AF"W-3

LOCATlOII: A"ARGOSA-USAF SIE

DATE: 08-Z8-90

TI"E: 1Z40

OPERATOR: DC SL

CO""EIITl DATU" G SURFACE

CO""EIITZ: FLUID--E-Z "UD

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-

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-

COHPAIIY: LA COUIITY

HOLE ID: AFHW-3

LOCATOII: AHARGOSA-USA SIT

DATE: 98-Z8-99

TlE: 1430

OPERATOR: DC SL

COHHEIITl: DATUH G SURFACE

COMMEIIT2: FLUID--E-Z MUD

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CO"PAIIY: LA COUIITY

HOLE ID: AF"W-3

LOCATOII: AHARGOSA-USAF SIE

DATE: 08-Z8-90

TlE: 154

OPERATOR: DC SL

CO""EIITl: DAT" G SURFACE

COH"EIITZ: FLUID--E-Z "UD

9 199

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299

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