,

;;:~011 moulton parkway, suite i I 0, l..::JOIJn::i t'11lls, 1;ol1lnrn1;:i ~J:?f)b:.~

(714 i l I0-80<'8

CITY OF SIGNAL HILL 2175 Cherry Avenue

December 1, 1983

Signal Hill, California 90806

d. a. evans inc. P.nqmeering and geological

consultants in applied earth sciences

Our Job 78-34-51

Attention: Ms. Christine A. Shingleton, Director Planning & Community Development ·

Subject: Review of Report - Compliance with Alquist­Priolo Special Studies Zone Act, Proposed Motel Development at 3555 East Pacific Coast Highway

Report Reviewed: "l;eology/Seismicity Investigation Site of Proposed Queen City Motel .... ", dated November 7, 1983, by "The Geologic Outfit"

Gentlemen:

This letter su1nrnarizes the results of our review of

the above referenced letter-report. The purpose of our review

was to determine whether or not the report provides compliance

with Section 2623 of the Alquist-Priolo Special Studies Zone

Act, and was authorized under the general agreement between our

firm and the City.

It is our opinion that the report/do;~-"'~ot satisfy the _,----··~····'-"""'"''"'

requirements of the Act and should not be approved by the City

for that purpose. Specifically, the report conclusion as to the

presence of faulting is not based on subsurface exploration

which permits direct observation of the area where faulting

could occur.

•

CITY OF SIGNAL HILL December 1, 1983 Page Two Our Job 78-34-~l

CENERAL COMMENTS

DAE/se

1. Until the rcsul ts of our studies of the implica-

tions of the Act on your City and its development

policies have heen approved, we recommend that,

unless specifically waived, the City insist on sub-

surface exploration (i.e., trenches) to determine

the presence or absence of faulting on a particular

site. Our studies have tentatively produced a

method of safely eliminating some of this explora-

tion and that method is being implemented in our

reviews.

2. Although the Act deals with the prevention of

ground rupture on the property, the hazards due to

ground shaking are inter-related and cannot be

ignored. We recommend that you (a) assure yourself

that any ground shaking criteria provided by the

consulting geologist is incorporated into the

structure de<;ign by the developer, (b) that the

reports by the geologist and consulting soil engi­

neer are coordinated, and (c) the consultants

involved approve the final plans for development.

Respectfully submitted,

~vi}~ Dennis A. Evanr­Soil Engineer RCE 14450 CEG 19

Three copies submitted

"'(I / G 'f-U

PRELIMINARY REPORT

SOIL AND GEOLOGY/SEISMICITY INVESTIGATIONS

Proposed Queen City Motel Expansion (J'.B'"t1 · M!st -Reser·¥Ofr Drive}

,,71 Signal Hill, California

'-- 355S e. P..c.Hw1. (.M,fer)

for

Li & Associates 716 Monterey Pass Road

Monterey Park, California 91754

Johnny Chung-ning Li Architect

Project HA-1413-3

November 11, 1983

NOV 151983 Clll OF. SIGNAL HILL

4 00.00'>li ~

< ,

•

8511 WCLLSFORD PLACE

November 11, 1983 HA-1413-3

Li & Associates

HlJ J\SSOCIATES

SUITE F SANTA FE SPRINGS, CALIFORNIA 90670

716 Monterey Pass Road Monterey Park, California 91754

Attention: Mr. Johnny Li

TELEPHONE (213) 695-6062

SUBJECT: PRELIMJ:NAR'i SOIL AND GEOIDGY/SEISMJ:CIT'l INVESTIGATIONS Queen City Motel Expansion 1811 West Reservoir Drive Signal Hill, California

Gentlemen:

Pursuant to your request, we have conducted a soil and geology/ seismicity investigation for the proposed motel complex to be located at 1811 West Reservoir Drive, Signal Hill, California.

According to the State of California Special Studies Zone Maps, the subject property is within an area suspected to be underlain by traces of an active earthquake fault. In order to determine whether a trace of a fault is present at the area of the proposed construction, a geology/seismicity investigation of the site was made by our consultant, Nr. Ray A. Eastman. A report of his findings and conclusions are attached as a part of this report.

Based on the findings and observations of this investigation, it is concluded that the proposed development of the subject property for the intended use is feasible from the geotechnical engineering viewpoint, provided the specific recommendations set forth herein are followed. The proposed structure may be supported by conventional spread footings resting on undisturbed natural soils.

The accompanying report presents relevant conclusions and recom­mendations for preliminary planning and foundation designs.

We thank you for entrusting us to undertake this investigation and look forward to future associations. If any q~estions arise concerning the interpretation of the report, please do not hesitate to call.

Very truly yours, HU SSOCIATES

President

REH/hh

.· ~ ·-

..

Geology/Seismicity Investigation Site of Proposed ~en City futel

Nortm.estern Corner of Pacific Coast Highway and Reservoir Di::ive West

Signal Hill, California

Client:

Hu Associates 8511 Wellsford Place

Santa Fe Springs, California 90670

November 7, 1983

PROJECT NO. : 132

•• Tlit Gtologic Outfit "

RAY A. EASTMAN ENG1NEEMING GEOLOGl!)l

,, "The Geologic Outfit"

Dr. Richard Hu th.I Associates 9511 Wellsford Place

RAY A. EASTMAN ENGINEERING QIOLOQIST .

19875 MARINO PLAZA YORBA LINDA, CALtrOANIA 92888

(714) 970·9248

NcNember 7, 1983

Santa Fe Springs, California 90670

Subject: Geology/Seismicity lnvestigation Site of Proposed Qleen City Motel Northwestern Cornei: of Pacific Coast Highway and Reservoir Drive West Signal Hill, California

Dear Dr. Hu;

Project 132 Page 1

Pursuant to your request, we are pleased to submit herein a report on the findings of our geology/seismicicy investigation for the subject site. As yoo know, this study was done conCUJ:rently with the geotechnical investigation.

It is understood that proposed constn1Ction calls for a Oio story, wood frame building with slab on grade floors at the lower level.

The subject investigation encompassed the following elements: a) determination of the geological setting, b) determination of !mown active and potentially active fault locations pertinent to the site, c) evaluation of probable earthquake activity related to these active and potentially active faults during the next 100 years, and d) conclusions with respect to the geology/seismicity conditions at the site and proposed development.

Integral phases of the study included: a) review of available geology and seismicity data, b) field geological examination of the site, c) subsurface examinaticn by means of three exploratory borings taken to depths of 41 feet, d) geological logging and soil sampling of the materials encountered at the boring locations, and e) geological analysis. /

Test boring data plotted on to a geologic section were used in lieu of trenches for the first phase of the site fault line investigation. The geologic data plotted very uniformly and continuous, and, accordingly, trenching was not considered necessary.

•• Project 132

Page 2

Finally, substantiating data for the report are contained in the attachments which are as follows: a) Selected References, b) Plot Plan, c) Geologic Section, d) Geology Map, e) Regional Geology Map, f) Oil Well Map, g) Oil Well Section, h) Fault and Earthquake Map, i) Epicenter Map and j) Boring 1Dgs.

The site encompasses flank of Signal Hill. about 135 feet.

GFDUX:lCAL SEITING

approximately 1 /2 acre of vacant land on the southerly Its topography is relatively level at an elevation of

Geology of significance is encompassed by a shallow Terrace deposit, the San Pedro formation and underlying older sedimentary formations. The Terrace deposit covers the site to depths of about six feet and consists mainly of moderately dense, brown silty fine sands. The San Pedro formation extends to depths of about 280 feet and may be divided into two main parts: the upper one third consists mainly of interbedded sections at 2 to 8 feet each of dense, gray and tan, silty fine sands, fine sands, silts and fine sandy clays; the looer two thirds consists mainly of dense sands and gravel with relatively minor interbeds of silts and clays. In tum, the older sedimentary rocks then extend dO\O!lWard to the basement rocks at depths of sO!De 12, 000 feet.

The geologic age of the Terrace deposit is very late Pleistocene and of the San Pedro Formation early Pleistocene.

Groundwater was not encountered in the borings drilled to 41 feet; a lack of groundwater was not unexpected since the basin water table is situated at a depth of some 200 feet at the site area.

Structural geology of significance is encompassed by the relatively nearby Newport-Inglewood fault system and the more distant Palos Verde, Whittier/Elsinore, Santa Monica/Sierra Madre, and San Jacinto/San And7eas systems. These fault systems are located with respect to the site as denoted in Table I.

' .

TABLE I

FAULT SYSIEMS PERTINENT 'ID SITE

Fault System

Newport - Inglewod - tbrtheast Flank Branch - Cherey Hill Branch - Reservoir Hill Branch Palos Verde Whittier/Elsinore Santa 11'.lnica/Sierra Madre San Jacinto/San Andreas

U:lcation to Site

300 feet to northeast 2000 feet to west 2200 feet to east 8 miles to southwest 18 miles to northeast 24 miles to north SO miles to northeast

Project 132 Page 3

wcations·of the nearby Northeast Flank and Cherry Hill are branch faults based upon near vertical projections from depth as depicted by oil well data. Also, in any case, the exploratory boring and geologic section data for this report show good continuity and there are no indications of fault line displacE!IOC'Ilt within the site to the depths explored.

Further perspectives of the geological setting are, of course, also shown en the accompanying geologic maps and sections.

FAULTS AND F.ARI'HQuAf<E ACTIVITY

A two-fold classification has been adopted for fault activity: namely,

(1) An active fault is one along which there has been surface displacement within the last 10,000 years (Holocene Time) and

/ (2) a potentially active fault is one which exhibits evidence of

surface displacement within the last 2 million years (Quaternary Time); an exception is made for faults which are determined by direct evidence to have become inactive before 10,000 years ago.

Project 132 Page 4

These active and potentially active faults are the rnes along which earthquake activity affecting present-day construction is considered most likely to occur. It is not possible to state with certainty, however, that activity will not occur aloog other faults in the future.

The fault systems denoted in Table l are crnsidered to be active as based upon geological evidence of displacement during Holocene Time and/or earthquake

, activity during historic time except for the Palos Verde which is potentially active. The earthquake activity associated with these systems is further illustrated by the Fault and F.arthqua.ke Map and the data in Table 11.

TABLE 11

MAXIMl.M CREDIBLE AND PROBABLE EARTI!QUAl<E PAAAMETERS

Fault System Maxi.mum

Credible Magn.itude(l)

Newport-Inglewood 7. 0 (inclusive of the branch faults) Palos Verde 7.0

Whittier/Elsinore 7.5

Santa »:mica/Sierra l'1adre 7. 5

San Jacinto/San Andreas 8.25

Maxi.mum Probable Map;nitude(2)

6.5

6.0

6.5

6.5

7.5

(1) The maximum credible earthquake for a particular fault is the largest magnitude event that appears capable of occurring under the presently know tectonic framework.

(2) The maximum probable earthquake is to occur during a 100 year interval. occurrence, not as an assured event time.

the maximum earthquake likely lt is regarded as a probable

that will occur at a specific

Project 132 Page 5

The site is located within and between branches of the active Newport-Ingl~ fault system. It is also included within a Fault Hazards Study Zone as mapped by the California Division of Mines and Geology. Nonetheless, geologic data related to this investigation do not indicate the presence of a fault line located within the site to depths of at least 41 feet

- as explored by the test borings. Accordingly, no active or potentially active faults are known to be present directly within the site.

It is considered probable,however, that the site will experience ground shaking from earthquake activity associated with the aforementioned active or potentially active fault systema. The anticipated earthquake activity has been denoted earlier in Table 11 and the related, anticipated, ground shaking is denoted below in Tables Ill and IV.

TABLE 111

ANTICIPATED HORIZOOI'AL GROUND MJTION PARAMEI'ERS

FOR MAXIMUM CREDIBLE F.ARTHQUAKES

Ground Motion Parameters Significant Fault System Peak Acceleration (g) 653 of Peak (g) Duration, seconds

Newport-lnglewJO<i -44 .29 28-

Palos Verde .38 .25 26

Vlhittier/Elsinore .28 • 18 26

Santa M:inica/Sierra Madre .23 .15 26

San Jacinto/San Andreas • 14 .09 16

/

. .

TABLE lV

Project 132 Page 6

ANTIClPATED HORIZONTAL GROUND t-DTION P~

FOR MAXIMUM PRDBABIE ~

Gr01.Dd l'btion Parameters , Fault System Peak Acceleration (g) 65% of Peak (g)

Newport-Inglewood .40 .26

Palos Verde .25 .16

Whittier/Elsinore .18 .12

Santa MJnica/Sierra Madre .14 .09

San Jacinto/San Andreas .10 .06

Significant i)Jration, seconds

22

12

16

12

14

The depth to groundwater and the dense nature of the San Pedro formation both preclude any significance to soils liquefaction.

CONCLUSIONS

Proposed development at the site is considered feasible from a geological standpoint, in spite of the adjacent branch faults of the Newport-Inglewood system, provided that the following considerations are adhered td:

1) Fault Lines - the Northeast Flank branch fault is situated at approximately 300 feet to the northeast and the Cherry Hill branch fault is situated at approximately 2000 feet to the west. These branches are part of an active fault system. Aside from these branches, however, no geological evidence was found to indicate the presence of other fault lines directly within the site. Accordingly, the proposed construction appears to have a suitable distance from the nearest known fault line.

2) Ground Accelerations - a value of 65% of the probable peak value is considered to be a practical value for use in tentative design of one and two story wood frame structures and, on this basis a postulated value of 0.26g may be adopted for use.

Project 132 Page 7

3) Site Period - as an alternative, the site period is estimated as 1.2 seconds.

4) Foundation Criteria - the requirements of the geotechnical report should be adhered to for proper design and construction.

We trust this report will meet with your needs at this time. Hmrev'er, please , feel free to contact us if you have any questions.

Respectfully submitted,

~::[ ~__z;o:. --CF.G 423

dmj

Attachments

1 copy submitted

/

SELECI'ED REFERFNCES

Project 132 Page 8

Albee, A.L., and Smith, J.L., 1966, Earthquake Characteristics and Fault Activity in Southern California; Engineering Geology in Southern California: Association of Engineering Geologists.

Bolt, B.A., et. al., 1975, Geological Hazards, Springer-Verlag, New York.

Bookman-Edmons ton Engineering, Inc., 1979, Report on Ground Water Replenishma:!t, Central and West Basin Water Replenishment District.

California Department of Water Resources, 1961, Groundwater Basins of the Coastal Plain of T..os Angeles County: Bulletin 104, Appendix A.

California Division of Mines and Geology, 1977, Special Fault Hazard Study Zones •

.,,....~-,-----:-:----::----:-:--:---::"O'"':---' 1974, Review of Newport-Ingl~ Structural Zone: Special Report 114.

, 1974, Maximum Credible Rock ~~----,,.-------~------~ Acceleration from Earthquakes in California: Map Sheet 23.

Seed, H.B., and Idress, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes: Earthquake Engineering Research Institute, Berkeley.

Seed, H.B., et,- al., 1975, Relationships Between Maxi= Acceleration, Maximum Velocity, Distance From Source and lncal Site Conditions for l!'bderately Strong Earthquakes: Earthquake Engineering Research Center, University of California.

U.S. Geological Survey, 1965, Geology of the Ins Angeles Basin, California: Professional Paper 420-A •

.,,....---::----,,--.,.-.,,....----,---c---~-· 1956, Groundwater Geology of the Coastal Zone Inng Beach-Santa Ana Area: Water-Supply Paper 1109.

\ t\

\ \ . \

:\:.J ~ ... "\

~" Hn fernando

Qa Quatern1r1 Deposits

Santa Ana

+

Ts TertiarJ SedimenhrJ Rocks

Mb Basement Rocks

' Active fault System

lin - 15mi

.. The Geologic Outfit ''

REGIONAL

RAY A. EASTMAN ENGINEERING GEOLOGIST

GEOLOGY MAP

192.

0 i-5.9

• 7- 7.t

Q1-1.s

11901

Sinh Barbara 19251

M11nltd• (Richter scale), Euthquahs •f m11nitude I ud ner since 1152

Adht hull system

"" ' ~ 1946·

'

"' r;t;47

El Centro lln-7Sml

San Dieco -

FAULT & EARTHQUAKE MAP

" Tht Gtologlt 011.iflt "

RAY A. EASTMAN ENGINEERING GEOi,OG1ST

i\J

Ref:

l.933 to 1974

fPICfNTE~ ~YHl!CilS ""' ~ . 1::=.s *. ..

" . ,..

• " • •

.. ·a.~:-:~ : .. , •• ,. ....... 'I~· ~· .. CHANNEi,. A .A I . • . . - t1 .

\, ,. I• h ' 11 /Mil L_...

• ,• • ~ • • • • •

x ,,. •, • .. .

• •

lilD'"'

Cal.ifornia Institute of Technology

" Tlr.t Gtologfr 011.(/it "

RAY A EASTMAN ENGINEERING GEOl.OOIST

· .

•X ,., 111~ z, .. ~. *'" ••

~··

• .. • •

Isl TE

'

.· •

•

,,.

EPICENTER MAP

r

\

EXPLANATtON

G Altu..,,·i.a1 and coastal d-eposlts

Sa Jtd~ fJ ra :i..•ie!, a n.d siH in .ttrea m. c.h a nn.t ~ a l'l.d bl"'1'C.tath rlood pla.iPU; :!ldt, i:::1ay, 111.ui, :1n..d gravel along -a n.d n far ~oal'f. C oars.er otl-tmot""1!.:f-.I h ig hlJI perill'ceab!~ to \.1.-'Cl-ter

UNCONFOF?MITY

G T-errace cover

Rt'ddish-brown lla.nd, no-r.fossiliferoi1~ a.nd p-roba b 1:v ra. rge lli' co-"' tine7t ta I

Palos Verdes sand Sand a1'!d .romi!' pe-bble "r.a.:i..-til; fos~ilif··roa~

-ailtd marinit; modt>ro.te1y ;perm.f'o.C.i.t :::i.id

large (g -l.bo i..·t \t:a-t-er ~able ; CT-D pB i;H .. ~ -0 nly lo ca Uv at .tdq-t• of me.tcu

U nnarned deposits Si1t, :taruI, and grrl1·.tl; m:oditrat.el)" fo 1;Cghtly

p.t'Tn'I ea bl e io u:a te,..; inJ e rr.td ta- crop out only locally at edg.f-& of m.-f"Ba.Ji ·

LOCAL UNCONFORMITY

B San Pedro f.armatiCl'n

Sand. gr-aul!'l, .1i1t, and cla.y; inc::lud-t.11 Timms Poin.t 9tlc and l..cnn ita. marl members at bas.f. T kick bod it's of Band and gra.i:tl Jlifld u:c;ter c->pioll.ely to ma1iy- -ztcfU.a

UNCONFORMITY

Consolidated rocks, undivided Include P-tco an.cl R.£.peltfJ f.orma~iam. Sh.alt.T

•iUsto?U, a.nd saJtds-to11:e; wa~i!'r-b-ta.r'".7tg pr<Jp­utie.1 dot:!lcribed in text

u D

Fault U upthroun1. Jidt.; 0, da-w11~hr.oicn. .eid~

--?--Trace -of p roba. ble fa.ult

1

)­

"' < z a: uJ ,_ c(

• :::> 0

1In•1/z ml

GROUND-WATER GEOLOGY OF THE COASTAL ZONE, · WNG BEACH-S.'Jl.'TA.AN'A AREA. CALIFORNIA

GEOLOGICAL SURVEY WATER'-SUPPLY. PAPER 1109

' I

~I/

/

" Tht: Gt:ologlc Ouifit "

. . •

;

BASS, g 01£DfUlE 0 Jl•ftttY CiOODNIGHT

·~ir.IUl1' 1 I "Ntll I:;. tiOOL1H.N,1~T•4

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CROSS SECTION 1-J

LONG B..EAC.H .... .OLL EIELO __ LO$ ANG(L£i COUNT"f', CALl,:-OftNIA

s c: .... 4.- ( ---=·r.. • z ·= ·y ,. u111•111~11,....

POii LOt:illlllllll tU f'Ylf[ ~I

1"11' ... i& l -~rllli'"MI...,...,..,

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-"" LONG BEACH OIL FIELD LOS ANGELES COUNTY, CAUFORNlA

!tt(l'illNG

CONTOURS ON TOP OF THE BROWN ZONE ACCOMPA."'ilY1 NG A E:PORT E1Y W L c NG-FU.Ml

OIVISION OF OIL t. GAS f E K.6$.J No!~ S'TATE: C9L I'.. Ci.AS 'SUPE.R'\l'l SO-It

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uo• .. • -OO"C'tl - ,... tG.I -~-Qt\,_ • 0..1-00L. • .....,oci.u-.-• ll'llf(.11~ • ITU(;;ptAl.J.,..,,.,....,.. •/'111'

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•

NOT!'• TH! 0.il.TA. PRESE!llTEll ON fl-il'g LDO 1:3 .2, Sl~PUFICAflON 01' ACTUAL., SliBSU~FACf. CONO~ flQN:! fN(:l)JNTF,RE;D ANO APPL.1!.! ONLY' Af 1'Hf! L!JC.~TlON Of1 THIS &Ol11NG AfiO n-IE DATE 01!' ORll.,.LINO. IT IS N01' ~~R~~NrrD ro alf: f;IEPRES.EITTAT1VE Of'- ~&SURFACE CONOI ftONS f!i."( Ol'HE" LOC~f10N$ 4.ND TlflillE3..

BORING NO. 1

" "' _, OE~TH o.

'" " FEET ;:\

5

10

15

20

25

30

l 112 9.3 0.39 0.21

4 119 9.6 l.06 0.42

2 118 10.7 0.71 0.70

2 107 13.4 0.93 1.05

3 103 7 .1 l. 21 1. 54

3 94 8. 7 1.64 2.03

3 95 6.9 2.Ql 2.52

4 96 8.2

continued

LOG OF BORING

DAfE ORIU.fil• 10-20-83

DRILLING EQUIPMENT• 18" dia. Bucket Auger 2200 lbs @ 12 inches drop

OAIVlllG WEIGHT• 1600 lbs below 20. feet \I/ATER DEPTH'

ELEVATIO'l •

not encountered rot determined

very firn;i to fire, silty brown rroist rrod a

fine, silty brown ccrrq;>

very fine to fire, v.silt lt.br

sl. canent:ed

fine, silty

fine, very silty lt.br

------------'i tan fire, sl. silty

fine, silty

fine, sl. silty

fine, clean

dk.gr

gray

lt.gr.

very fine to fine, clean ~~~1-«'"""'-"·--­

very fine, clean

very fine to fine,

sl. silty

verv fine, clean

very fine to fine, clean

· lt.gr. sl. ist

lt.gr.

lt.gr. white

lt.gr.

green

./

Propose:l Queen City Motel Expansion 1811 l'1est Reservoir Drive Signal Hill, California

HU ASSOC I ATES Geotl!Chn-col cng1Mem•q CJflsu//anlS PROJECT No. HA-1413-3 PLATE A-1

NOT!' l'M! CATA. PRESENTEO Ott T'l11'! LOG 1$ A Sh\IPUfl"tCATICff 0, ~Tl.JAL. Sl.JB'.SUFtf=.-CE. CONDI fl0N3 fNCOIJNTe'.ReO ANO APl>LIES 0~1,.1 AT TH£ l..O(,\TIQN Ofl THl3 soi:,i1114G ANO Tl-IE: DAT! OF CRIU ... ING. IT IS. NCT "NAFtFt~NiEO TO Bl:. ~C.PRE!iENT°'iTl\IE ,')F ~ssui:iFAC! (:0NDIT!ON3 Ar l"ll"H!.lt ~C4'f'ION, .\ND TIM!.S.

BORING NO. 1 cont'd

~

" , OE:jJH 'j FEET ii\

OAT( uRILLED, 10-20-83

DRILLING EQUIPMENT; 18" dia. Bucket Auger ORIWlG WE:IGHT; 2200 lbs @ 12 inches drop

1600 lbs below 20' feet WATER DEPTH'

E:LEVATIDN '

not encountered mt dete:cmi.ned

very fine to fine, occa. a:iarse grains

lt.gr. tan

very fine, clean lt.crr.

sl. CO!!p IlDist

40_._..._~~~-+~~1--~ ... ~~~~~~~~~~~~~.µ.lt~.~b=r~.1---~---l~~-t End of Boring @ 40.0'

LOG OF BORING

HU ASSOC I ATES Geotecon,cat cnq1nee"nq CJ>s•lloMs

Prop:ised Queen City Motel Expansion 1811 ~:est Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-2

•

NQf£.1 "flil!i OAT4 PRESENTED ON TH1g LOG IS 4. SIMPl.Jpf1CArlON' Qlll' ~fUAL ~ijSl,lRF-.C'E; CON01110111S E'.NCOIJNiTE;RED O.NO A.PP1.,.!E3 ONl.T A.T fHE UX.ATION ~ \HIS. BOi:itNG ANO "'4E ~i! OF ORILU,..0. IT 1$ l"OT •IJAFU~~NIEO TO eE F:IEPRESENT~ll\I'! OF ~BSUR:~ll.C!. CONDITIONS. Ar {°lrHf.R LOC~r10111s 4ND r1~£.S,

DATE DRILLED,

BORING

l0-20-83

NO. 2

~

"' "

DRILLING EQUIPMHff' 18" dia. Bucket Auger 2200 lbs @ 12 inches drop

DRIVl~IG WEIGHT' 1600 lbs below 20. feet

O!::jJH ~ fe'.£T ;I

WATER DEPTH•

oLEVATION •

not encountered not determined

3 117 7.3 0.72 0.21

4 122 9.6 1. 78 0.42 5

10 2 108 12.6 0.93 1.05

15 3 106 5.1 1.22 1.54

20 3 97 6.1 1. 70 2.03

25 4 97 6.4 2.10 2.52

30 - 4 110 0.4

very ine to fine, SJ. ty hr.gr. moist i:.m::.:•c::;;;;;;,._.

oonp

fine, very silty sl. cemented ----very fine to fine, silty sl. cemented

fine,- silty

fine, very silty

fine, silty

fine, clean

very fine to fine, clean

very fine, clean

lt.br.

lt.br. tan

lt.gr.

t.gr. sl. an !l'Oist

very fine to fine, sl.silt lt.gr.

vecy fine, clean

very fine, sl. silty silty sand lenses

very fine to fine, clean --~S<.lolo~

very fine, clean ·

5 very fine to fine, clean 35-&.;:....J.~9~6_,J~9~.l::....1._~.1-..-........ _~---~~-----__, ..... _..__ ....... __ _. continued

LOG OF BORING P:rop:.ised Queen City Motel Expansion

1811 tlest Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-3

.NOTI!• n-1!: CATA PRESENTED ON fHl5 LOG I'S a, SIMPUFICAflOlll OF ~TUAL S\JBS~ra.Cf CO!llOlflON' ENCOtJlllTEFIED ANO APF'LIES O~LY A,f fHE l,,OC.ATION OF THl3 901i1H\IG ANO rl-IE OAfE OF OFllLLifllG. IT 14} NOf 'MAFl"l~N"fEO ro Elf lilEPRESENTAT!'IJE OF $..JBSU~F~CE CONOI rlONS Ar orl-IEA LOC•flONS ANO Tl~Eg_

BORING NO. 2 cont'd

" ... , OEPTH 11.

'" " FEET ;\

SAND

DATE ORILIJODo 10-20-83

ORILLING roulPMENT• 18" dia.; llcuket Auger

DalVl/IG we10HT0 2200 lbs @ 12 in::hes drop " ~ ~ 1600 lbs below 20' feet

WATER DEPTH'

ELEVATION'

rot en::ountered oot detennined

very fine to fine,....!=~~....µ.oi;L. . ....j vecy fine to fine, sl. silty ---ve:r.y fine, clean

s . carp m:iist

3 96 9.5 very fine, sl. silt 40---.;; .... ..;;.;:~i-;;..;.;.i~~+-~-i-~~~....;.,;:;;..:ii...,;;.;;;,;,;~;.;:.;....:;.;;;.;;.;;"'-~-fol.i..o"""'"-l-~~i--~-f

End of Eoring @ 40.0'

LOG OF BORING Proposed Queen City Motel Expansion

1811 West Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-4

NOT!• ~ 0,6.rA PRESENTE:D ON rHI~ LLl<l l'j 4 $lMFll..IFIC4,fl0N 01' A(:TlJAI.. 5l..B5ufi'F.G.CE C0!'40lr10N~ t.Nc:otJNTE;FIE;l;J JI.NO APPLIE3 ONLY "'r fH! UX.""TION OF THIS eo~1NG Al'tO n-IE; EJAif 01' OFlll..,LiN<l. IT IS: NOf W4i.Fll:'f~1'ED l'O lilf: REPRESEffTAT!'J~ Ofl ';i.JSSURFllCI! CONOlflONS A"t' 01'1-IE:R LOC~TICINS ANa Tlil!Eg.

OATIO uRILl.£0·

BORING NO. 3

10-20-83

DRILL.ING EQUIPMENT' 18" dia. Bucket Auger

0£~TH ,. FE"!T

0Rlv1r~ WEIGHTo 2200 lbs @ 12 inches drop ~ 1600 lbs below 20' feet

WATER DEPTH'

ELEVATION'

not encountere:l rot determined

SAND very fine to fine, silt brown ll'Oist m.

l ll3 9.4 0.46 0.21

3 llB 9.7 0.80 0.42 5

2 117 ll.O l.04 0.70

10 4 110 16.B l.60 l.05

15 3 104 10.0 l.23 l.54

20 3 98 7. 7 1. 79 2. 03

25 5 95 6.9 2.00 2.52

30 3 99 8.3

gray

very fine to fine, brown v. silty, sl.' :cemented

fine, very silty lt.br.

fine, silty

very fim, silty

very fine to fine, lt.br very sil.,..ty ...... _______ tan

fine, sl. silty

very fine to fine, clean

lt.br. yellow

very fine to fine, clean lt.br. sl. ____ ---- -----tlt.gr. moist very fine, clean

very fine to fine, sl. silty

tan lt.br. lt.gr.

very fine, sl. silty yellow ---- ---- -----1lt.br.

very fine to fine, clean very fine, clean

very fine, sl. silty very hne, crean _:...__..+,;.,.

very fine, sl. silty lt.gr. tan

35 _._~5 ...... ~9~7_..~9~ ....... ~~'----'--~~-~~~~~~~~-...... ~---~--'--~~ continued

LOG OF BORING Prop::>lled Queen City M:>tel Expansion

1811 West P.eservoir Driive Signal Hill, California

PROJECT Na. HA-1413-3 PLATE A-5

NOT! 1 nil: DAT4 ~15SENT~0 ON ~IS LOO 1-g. ll. SIMPUFICA1'10N 011" ACTUAL SllBSURf"illtt CONDI rlON::ii ~COIJNT~R'ED ANO APP\.1E~ ONLY At' f\4E LOCATION Oii" THIS. BOl=l't~G ANO n-1! OAft! 0,. ORll.l.INO. IT IS NOi Wl\llFIAN~O ro BE ~£Pf:i£SENi~TlVE o~ 9JBSURF~C£ CONDITIONS ~T O~R t.OCAT!ONS ~NC rtMES.

BORING NO. 3.

DEPTH IH

rc£T

OAT£ URILL£0' 10-20-83

DRILLING E0UIPME1'lli' 18" dia. Bucket Auger 22 0 lbs @ 12 inches dr6p

DRIVING WEIGHT' 1600 lbs below 20' feet WATER OEPTH'

ELEVATION'

oot encountered not determined

very ine, c ean

very fine, sl. silty

very fine, clean

401'-~3+-~9~5-fl~l~-5~~--l .......... +-............... ~very~:...,:f~ine:.;;,:•;..;;sl~.;..;;s~il~t~y~~.j..W~w.j .......... -4. .......... ~ End Of BOrin:J @ 40.0 1

/

LOG OF BORING Proposed Qu-en City l'kltel E.l<pansion

1811 West Reseivoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-6

PRELIMINARY REPORT

SOIL AND GEOLOGY/SEISMICITY INVESTIGATIONS

PROPOSED QUEEN CITY MOTEL EXPANSION

1811 WEST RESERVOIR DRIVE

SIGNAL HILL, CALIFORNIA

FOR THE

LI AND ASSOCIATES

INTRODUCTION

'The following report presents the results of a soil investigation i

iconducted on the property located at 1811 West Reservoir Drive,

!!Signal Hill, California. The location of the site, relative to

if surrounding streets and landmarks, is shown on Plate 1, Vicinity

Map.

I; The purpose of this investigation was to obtain the geotechnical

Ii • • ,:engineering properties of the subsurface soils on which to base ,, :1

:!conclusions and recommendations for foundation support and other

':geotechnical matters pertinent to the proposed construction. I

:1

,Our professional services have been performed in accordance with 'I

;generally accepted engineering procedures under similar circum-

stances. No other warranty, expressed or implied, is made as

,to the professional advice included in this report.

I 11 1 ..\S~C)CL\TE:3

. . 2':1een City fA-1413-3 I I

'

I

I

-2-

PROPOSED DEVELOPMENT

t is understood that the subject property will be developed for

onstruction of a motel complex. The structure will be two-story

ood frame with "tuck-under" parking, constructed of concrete

lock walls. Finish grade is expected to be at or near to the

treet level, thus only limited grading is anticipated to develop

he building site. No detailed design loads and grading plan are

available at the time of this investigation.

FIELD EXPLORATIONS AND LABORATORY TESTING

rield explorations were performed to.establish the geotechnical I

1ronditions of the site. Three test borings were excavated at

!llocations shown on Plate 2. The explorations were logged by our

ilfield engineer and relatively undisturbed samples were obtained

!,for laboratory testing and inspection. Detailed description of 11

'the exploration procedures and the logs of test borings are ii " ,, . ;jpresented in the Appendix.

' I

Laboratory tests were performed to evaluate static soil properties.

iDescription of the test procedures and the test results are also i 'presented in the Appendix.

1 ll' ,\SSOCl,\Tl'5

. ,

f ueen City A-1413-3

I

I

-3-

SITE CONDITIONS

He subject property is located on the northwest corner of Pacific

oast Highway and Reservoir Drive West, in the City of Signal Hill,

alifornia.

he site is a relatively level lot behind the existing Queen City

otel facility. At the time of this investigation, the site is

ccupied by two one-story buildings at the locations shown on

late 2. The surface of the lot is covered with natural grasses.

SUBSURFACE CONDITIONS

oil Conditions

n general, the natural soils disclosed in the three test borings

onsist of up to l~ feet of moderately compact, very fine to fine, I

'

~ilty sands, followed by compact, slightly cemented silty sands I' ' to depths of 7 to Sli; feet. Below this are compact :Silty sands and

slightly silty sands to depths of 16 to 17 feet, followed by layers

bf compact clean sands and slightly silty sands to the depths '

penetrated.

Groundwater

,No groundwater was observed in any of the three test borings

'each penetrated to a depth of 40 feet. Groundwater is not

:considered to be a detrimental factor in construction.

t I

Queen City ~-1413-3 II 'I

I I

,1 ,1

-4-

CONCLUSIONS AND RECOMMENDATIOHS

ased on an evaluation of the site conditions and findings of this

nvestigation, it is concluded that the subject property is suit-

ble for the proposed development. Spread footings resting on the

ndisturbed natural soils will provide adequate foundation support

or the proposed structure.

oundation

n allowable bearing value of 2000 pounds per square foot is

ecommended for spread footings of at least one foot in width

laced at a depth of at least l~ feet below the lowest adjacent

final ground surface bearing on the undisturbed compact sands

fncountered at depths of one to l~ feet in the test borings. i,

~his value may be increased by 200 pounds per square foot for

f ach

~ach 1,

~500 I

I

'j'he I

additional foot in width and 500 pounds per square foot for

additional foot in depth over the minimum, to a maximum of

pounds per squ.n-e_foot.

bearing values are for dead plus live load and may be

Jncreased by one-third for momentary wind or seismic loads.

'i . ~aximum ultimate settlement of footings up to 5 feet wide conti-:1

~uoue and 8 feet square under the recommended bearing pressure is 'I not expected to exceed 3/4 of one inch. Differential settlement

is not expected to exceed ~ of an inch.

11 ( T ASS<>CJ ,\Tl'.S

/

ueen City -1413-3 -s-

ootings should be located below a line measured at a 45 degree

ngle from the. bottom of any utility trench, unless reviewed and

pproved by the Foundation Engineer.

ateral Desi n

~n allowable lateral bearing value against the sides of footings I' :pf 300 pounds per square foot per foot of depth, to a maximum of

l~ooo pounds per square foot, may be used provided there is positive

lbontact between the vertical bearing surface and the undisturbed 11

I' atural soils. Friction between the base of the footings and/or

I loor slabs and the underlying soil may be assumed as 0.4 times

I he dead load. I I,

lo/hen combining passive pressure and friction for

:p.ateral resistance, the passive component should be reduced by I:

:rne-third.

~loor Slabs on Grade

~he on-site surface soils are primarily cohesive silty sands. ,,

'tto special design precautions are needed for slabs resting on :1 ~hese materials.

A moisture barrier beneath slabs_-on-grade, preferably consisting I pf a water proof vapor barrier such as a plastic membrane of at

iea~t 6 mils in thickness, or at least 4 inches of rock, is :: ':c-ecommended in areas where slab moisture would be detrimental. ':

-6-

r~~l~=i' 11 surface loose soils shall be compacted prior to construction

f floor slabs to minimize differential settlement. It is recom-

ended the upper 12 inches of subgrade soils be compacted to at

east 90 percent of the maximum density as determined by ASTM

-1557-70 standard.

xcavations

11 shoring and bracing should be in accordance with current

If equirements of

tf the State of

urisdiction.

CAL/OSHA, the Industrial Accident Commission

California, and all other public agencies having

SITE PREPARATION

~<ior to grading operations, the following items, should be per-

:formed. I

All clearing, site preparation, or earthwork performed

on the project shall be conducted by the Contractor under the ,,

;supervision of the Foundation Engineer. " Ii ,,

" 1~xisting structure

Demolition and/or removal of the existing structures is to include

removal of the supporting foundation system. Existing paving and

' poncrete slabs should be removed from the site.

Utilities

Any underground utilities which are not to be reconnected should

be cut off a minimum of 4 feet beyond the edge of building peri-

meters and entirely removed frow. within the area of future

l-ll' i\~:::( l('l ATLS.

•

' .

Queen City f!A-1413-3 -7-

I

,I <f:Onstruction.

~he ends of cut-off lines should be plugged a minimum of 5 feet '

ith concrete exhibiting minimum shrinkage characteristics to

revent water migration to or from hollow lines. In addition,

apping of lines may be required should the plug be subject to

ny line pressures.

rees and Surf ace Ve etation

emoval of designated trees and shrubs in areas of proposed con­

lrtruction should include rootballs. Resultant cavities shouid be

cleansed of loose soils and roots and rolled to a firm unyielding

rurface prior backfilling.

~rass and weed frowth in areas of future construction should be

!Ftripped and disposed of off site. Stripping should penetrate

~hree to six inches into surface soils. Any soils sufficiently

contaminated with organic-matter (such as root systems or strip-

1~ings mixed into the soils) so to prevent proper compaction shall 1;

be disposed of off site or set aside for future use in landscape

areas.

/ GRADING SPECIFICATIONS

After completion of the above preparatory items, grading operations

may commence. The following general specifications are recommended:

lfl T ,\5~()ClA.TI:~

ueen City A-1413-3 -8-

•

p.

I

All soils disturbed by removal of existing structures,

foundations and trees should be removed.

Prior to receiving of new fills, all loose surface soils

should be removed. The exposed surface shall be compacted to

at least 90 percent. All new fill shall be brought to near

optimum moisture condition, placed in layers not exceeding

6 inches thick, and compacted to at least 90 percent.

The existing subgrade soils within the proposed building and

paved areas should be compacted to at least 90 percent of the

maximum density prior to construction of floor slabs pav±ng

to secure uniform support.

Unless othereise specified, all other fills and backfills

should be compacted to at least 90 percent.

The compaction characteristics of all fill soils shall be

determined by ASTM D-1557-70 standard. The field density

and"degree of compaction shall be determined by ASTM D-1556,

or by other acceptable ASTM standard methods which are

acceptable to the governing public agency.

6. All new fill shall consist of clean, non-expansive soil, free /

of vegetation and other debris, ?nd shall be placed in layers

not exceed 6 inches at near optimum moisture content.

7. No rocks over 6 inches in greatest dimension shall be accepted

in any fill unless otherwise approved.

,, ,,

Queen City HA-1413-3 -9-

8. No jetting or water tamping of fill soils shall be permitted.

9. No soil shall be imported to the site without.prior approval

by the Foundation Engineer. The on-site soils would be

suitable for use in compacted fills provided all the organic

debris were removed.

10. Observations and testing of all compaction shall be under the

direction of the Foundation Engineer. The Foundation Engineer

shall the authority to reject the compacted fill ground until

such time as corrective measures necessary are taken to comply

with the specifications.

,111. '·

It is the Contractor's resr,ionsibility to-conform to the

" I .

I' 12.

grading specifications.

The Foundation Engineer should be notified at least 2 dyas

in advance of the start of grading. A joint meeting between

a representative of the client, the contractor, and the

foundation Engineer is recommended i:irior-to grading to'

discuss specific procedures and scheduling.

REMARKS

i, . /

'•The conclusions and recommendations contained in this report the

based on the data obtained from the test borings at the dates

and locations indicated in the logs and the site plan. It is

assumed that the soil conditions at the other areas do not deviate

significantly from those disclosed in the test borings. If any

~·{(' ,\.~S()CL\TE~

' ii

bueen City ~-1413-3 ',

ariations or undesirable conditions are encountered during

-10-

onstruction, or if the proposed construction will differ from

he planned at the present time, this office should be notified

o as to consider the need for modifications.

o responsibility for construction compliance with the design

oncepts, specifications or recommendations is assumed unless

n-site review by a representative of this office is performed

uring the course of construction which pertains to the specific

!areas covered by the recommendations contained herein.

Ii This report has been compiled for the exclusive use of the

Li and Associates. It shall not be transferred to any other

party or to another project without the consent and/or through

11review by this office.

" ,'

,The findings or this report are valid as of the present date. i

!However, changes in the conditiqns of ' ' !!the passage of time, whether they ~re ,I

the property can occur with

due to natural processes or

"to the works of man, on this or adjacent properties. In addition, il

II changes in applicable or appropriate standards occur, whether they

ilres9'1t from legislation or the broadening of knowledge. l\ccordingly, ,, 'I

:'the findings of this report may be invalidated, wholly or partially,

jby changes outside of our control. Therefore, this report is I

I ,

subject to review and should not be relied upon after a period 1

of two years without such review. I

I

I

ueen City A-1413-3 -11-

~his reoort is issued with the understanding that it is the

/~espons~bility of the owner, or the proper representative

hereof, to ensure that the information and recommendations

ontained herein are called to the attention of all parties

interested in the project and that the necessary steps are taken

1

to see that the Contractors and Subcontractors carry out such

11

recommendations in the field. i

llsamples obtained in this investigation will deteriorate with time 11

land will be unsuitable for further laboratory testing within the

month from the date of this report and, unless otherwise requested,

will be discarded at that time.

I

The report is subject to review by controlling public agencies

having jurisdiction.

Respectfully submitted,

1HU ASSOCIATES I I

I~~~~::;;=;;::;~~--~

REH/hh

VICINITY MAP

HU ASSOCIATES Geottchmcat Env1flHrifl9 Cim•ulfanrs

~· . Proposed Queen City Motel Expansion

1811 t-Test Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE 1

s .

• Queen City HA-1413-3

APPENDIX

FIELD EXPLORATIONS AND LABORATORY TESTING

FIELD EXPLORATIONS

-la-

The subsurface conditions at the site were explored by drilling

three test borings at the locations shown on the Plot Plan, Plate

' 2 adopted from the •site Plan" prepared by Li and Associates,

Architect, undated. The test borings were drilled by means of a

power bucket auger each to a depth of 40 feet below the existing

grade. The approximately locations of the test borings were

determined by tape measurement from the property boundaries.

The location of the test borings should be considered accurate only

to the degree implied by the method used.

Thesoils encountered during the excavation were logged by the

field engineer. Undisturbed and bulk samples of the soils were

secured at selected intervals from the test borings for laboratory

examination and te~ting. Detailed logs of the test borings are

presented on Plate A-1,through. A-6, Logs of Test Borings.

The lines designating the interface between soil materials on

the logs of test borings represent approximate boundaries. The

transition between materials may be gradual.

LABORATORY TESTING

Moisture-Density Tests

, Queen City HA-1413-3 -2a-

The field moisture content and dry density of the materials encoun-

tered were determined by performing tests on selected undisturbed

samples to aid in the classification and correlation of the. soil

and to obtain qualitative information relative to their strengths

and compressibilities. The results of the tests are shown on the

, Logs of Test Borings, Plates A-1 through A-6.

Direct Shear Tests

Direct shear tests were performed on selected undisturbed samples

of the soil to evaluate the shear strength. and supporting capacity

of the foundation materials. Shear tests were made with a direct

shear machine of the strain control type at a strain rate of

approximately 0.05 inches per minute. The samples were tested at

field moisture content under surcharge pressure equivalent to the

overburden pressure. The yield-point values determined from the

tests are presented on Plates A-1 through A-~6,, Logs of Test aorings.

Consolidation Tests

Consolidation tests were performed on representative undisturbed

samples ofthe natural soils to evaluate the volume changes of

soil subjected to increased loads. Deformations of the specimen

are recorded at selected time' intervals. The results of pressure-

consolidation curve, which are used to estimate the probable

magnitude and rate of settlement of the tested soil under applied

loads, are presented on Plates A-7 to A-14, Consolidation Tests.

Queen City HA-1413-3.

Grain-Size Distribution

-3a-

Grain-size distributions were performed to assist in the soils

classification and for correlation of test data between various

samples. They were determined mainly by sieve analysis performed

in accordance with ASTM Test, Designation D-422-63. A sieve analysis

is conducted by passing the soil through a number of different sized

sieves and measuring the amount of soils retained on each sieve. A

grain-size distribution curve is generated by plotting percent of

soil passing each sieve versus the corresponding grain size repre­

sented by the sieve. The results of these analyses are presented

on Plates A-14 and A-15, Grain Size Curves.

/

/llOTI!."• TI-ff!" CAT4 F't:ti:SatTEi'.0 ON Tl'ltS LOO I~ 4 $1MPl...!fl'l(A.r10Ni o,- .a.<:TUAI.. ';t.19$tJRFAC'( C0NDIT10M !NCOl.lffT~REll ~NO 4i:ii:r1..1e:S (INt,.'1 AT THE t.OC~TION °" Tt·llS 8i0Ft•NG ANO: TliE DAiE 0,, c-.11..L.1NG. IT 13 NOr W~11'-AN.T!D TO SE REPRESENTATl'IJ£ Of! Sl.Jl3SWRFACE CONOITION~ .0.T On.ER 1.0CATIONS il,.ND T1"4ES.

BORING NO. 1

"' "' _, CEPTH °""

'" " ••Er ~

5

10

15

20

25

30

1 112 9.3 0.39 0.21

4 119 9.6 1.06 0.42

2 118 10.7 0.71 0.70

2 107 13.4 0.93 1.05

3 103 7 .1 1. 21 1. 54

3 94 8. 7 1.64 2.03

3 95 6.9 2.01 2.52

4 96 8.2

2 96 • 8.4

DATE DRILLED' 10-20-83

DRILLING EQUIPMENT; 18" dia. Bucket Auger 2200 lbs @ 12 inches drop

DRIVl'IG WEIGHT• 1600 lbs belOlll 20 r feet WATER OEPfH'

l::LIOVATION'

not encountenrl not detennined

SAND very fine to fine, silty brown rroist rrod

fine, silty brown

vecy fine to fine, v.silt lt.br sl. canented

fine, silty

fine, vecy silty

fine, sl. silty

fine, silty

fine, sl. silty

fine, clean

lt.br ---.....t tan

dk.gr.

gray

lt.gr.

~~~--~~-~~~~green vecy fine to fine, clean t.qr.

~~~l-lo'aoL.-1·-~~

very fine, clean

very fine to fine,

sl. silty

very fine, clean

very fine to fine, clean

lt.gr.

lt.gr.

lt.gr. white

lt.gr.

green

sl. ist

35·---'-~--'~--'~~..._~ ....... ~~~~~~~~~~~~~-'-~~..._~ ...... .._~_. continued

LOG OF BORING Proposed Queen City Motel Expansion

1811 l-Jest ReseI.VOir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-1

NOT! 1 ll-11! CATA F'RESENre:o ON ™•' U:.G I' A Sl,..~...1.l'l(ArlON OF ~TUAL 5ti9Sl.JltFAC! LONDITIQN3 !NCOUNTEP1£0 ANO APPl...!E3 C~T Ai n-E; LDCAl'ION. Of' t'tllS l30~tNG ANO THI!: 0.1\f! OF °"ILUNG. 11' I' NOT W4.~~A.NT'!O iO ee: REPR~~T.:>.iP.11! OF ~ssui:t.~4.C!. CONOITIOHS .l\T OfHEN: l.OC4TICIN!i .!,ND T:Ml!S.

BORING NO. 1 cont'd

DATE ORILLE0° l0-20-83

DRILLING EQUIPMENT 18" dia. Bucket Auger ORIVING WEIGHT• 2200 lbs @ 12 inches drop

1600 lbs below 20' feet WATER OEPTH'

ELl::VATION'

not ercountered mt detennine:i

very fine to fine, occa. coarse grains

lt.gr. tan

--...... ,,....---.,....-- ----+----very fine, clean lt.qr.

sl. corrp roist

40..,...-;.~--1~-+~--1~~+-~~~~~~~~~~~~.....-1-t.~br...._ ...... ~-+~-.... End of Boring @ 40.0'

.

-

.

-

.

-

LOG OF BORING Proi:;ose:i Queen City Motel Expansion

1811 Pest Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-2

NQTE" 1

5

10

15

20

25

TI-+!' DATA PRESENT~O ON nu~ ~ IS A S!MPU~rClilON 01' ~TtJAl. 5u9SUAF0.C[ CONDITIONS ENCOUtitfE,.-!D AND APPl.IE.3 ClNLY ~f THIE l.OCA.TION ~ rH1g. eo~1 ... G ANO '1"-11!: OAT! OF DRtlUNG". IT IS NOt' WA~~~NT'ED ro a~ RC.F'RES!.NTAT1VE o~ ~BSUR~ACE COfo!OlilONS .O.i ('Jl'HEflt L.OC4f10111S ANO ilMES.

BORING NO. 2

3 117 7.3 0.72 0.21

4 122 9.6 1.78 0.42

2 108 12.6 0.93 1.05

3 106 5.1 1.22 1.54

3 97 6.1 1. 70 2.03

4 97 6.4 2.10 2.52

DA TE ORILL£0 • l0-20-83

DRILLING EllUIPMENT• 18" diao Bucket Auger 2200 lbs @ 12 inches drop

ORIVIMG W<:IGHT• 1600 lbs below 20' feet WATER DEPTH•

l':LEVATION •

not encountered not determined

very fJ.ne to fine, silty br.gr. Ill:list

fine, very silty sl. cemented

----very fine to fine, silty sl. c:anented

fine, silty

fine, very silty

fine, silty

fine, clean

lt.br.

lt.br. tan

ay an

very fine to fine, clean lt.gr.

very fine, clean

very fine to fine, al.silt

very fine, clean

sl. ITDist

30 . 4 110 0.4 very fine, sl. silty silty sand lenses

very fine to fine, clean ___ J£Si,.1..J.!.UL..J

very fine, clean·

5 very fine to fine, clean. 35 ..L;!...!~9~6:__~9~-~1..L.~...l..~-1~~~~~~~~~~~~~0:.W:llJ.........J.~~..L..~~

continued

LOG OF BORING Proposed {1ueen City Motel Expansion

1811 ~lest Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-3

• '

NOT!:• n'I!: ~TA PRESENTl::D ON fH!5 i,,OG 15 A Sl"'P\.JFtC:AflON oF ~ru• .. 3.JBSURFM:£ CONDI r10111.s ~caur.iiE.rt!D AkiD AP~l.IES ClNt.'f AT rME; UX.ATION Of' THI~ BORING iliNO 1'-le'. DA.TE OF DRILLING. IT IS NOT lilA.RRA.l\iTU1 TO Bl: FIE:PR~S£flii4TLVI! OF ~B5Ui:ilf"at! CONOI TIONS 4T O~lil WCATIONS ~NO r1tt111!S.

BORING NO. 2 cont'd

DE~TH ,. ....

DATE vRILLEO• 10-20-83

DRILLING EQUIPMENT; 18" dia.: Bcuket Auger

DRIVlrlG WEIGHT• 2200 lbs @ 12 ioches drop 1600 lbs below 20' feet

WATER DEPTH•

ELEVATION•

mt er=itered iPt detennined

very fine to fine,....>:;=::.:....+-..._·---l very fine to fine, sl. silty ---very fine, clean

s . a:xrp rroist

3 96 9.5 very fine, sl. silt 40 ... -i-..;.;.--1...;.,;~~--11---.f--~~.;.;;,;;~;;.;;;~~;...;.;;;:.: ..... ~-l-'"""";u...,,,,_~-+~~

End of Eorirq @ 40.0'

LOG OF BORING PrqnsErl Queen City MDtel Expansion

1811 West Reservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-4

OEPTI+ IN

rE£"t

5

10

15

20

25

30

35

~ 0AT4 MESENT~D ON 1'1-11! l.OQ IS. I\ SIMF'UF'ICATION' IJ, .il.C'TU.41.. St.i8Sl.IRFACI! CONOITIONS' !NCOIJNfEAEO ANO APP\.11!! ONl..'f AT T'H£ L.Oc~flON fJF tHlg eoi:i:1NG, AND n-ie: OAT£ a, CflH.t.ING. If IS NOT w~~fl.\.Nf!:D ro EIE ~E.PA'fS!NTA.TllJE iJF ':IJBSU~F".Q(.11! CONOlf!QNS .Q.f ~n+E" LOCAflOl\IS ~ND TIMES.

BORING NO. 3

" ... , .. " :I

SAND

1 113 9.4 0.46 0.21

3 118 9.7 a.so 0.42

2 117 11.0 1.04 0.70

4 110 16.8 1.60 1.05

3 104 10.0 1.23 1.54

3 98 7.7 1. 79 2.03

·5 95 6.9 2.00 2.52

3 99 8.3

5 97 continued

DATE LlRILLED' 10-20-83

DRILLING EQUIPMENT• 18" dia. Bucket Auger 2200 lbs @ 12 inches drop

DRIVlllG WEIGHT' 1600 lbs below 20' feet WATER DEPTH' not encountered

ELEVATION' not deter!llined

very fine to fine, silt brown m:iist gray

very fine to fine, brown v. silty, sl • .,cenented

fine, very silty lt.br.

fine, silty

very fiile, silty

very fine to fine, lt.br verv sil~ tan fine, sl. silty

very fine to fine, lt.br. clean. yellow

very fine to fine, clean lt.br. sl. lt.gr. rroist

very fine, clean

very fine to fine, tan sl. silty lt.br.

lt.gr.

'

very fine, sl. silty rel low t.br.

very fine to fine, clean very fine, clean

very fine, sl. silty very :tine, ciean

very fine, sl. silty

COl11?

Propo!!ed Queen City !btel Expansion

LOG OF BORING 1811 West Reservoir DriV1l Signal Hill, California

HU ASSOCIATES ~tf!C1'rt1caf Cnq1nttrtf7(J C.Jt'IJLilfcnts PROJECT No. HA-1413-3 PLATE A-5

N0f£1 TM€ 0AfA PA!S!NTEO ON TMl'J uJG t'J A Sl'tt~fl'l(ATION OF AC:l"UAL.. ';t.IBSl;RF4.CJ!, CONOlrlONS ~COUNTl:.ft!O ANO APt:it...IES ONl.l' AT flo-1£ LlJC..tlfiotli Of' nus SOR~l'Hl ANO TH£ CATE" OF DAtlUNG. IT 1'1 NOT Wl\IHt~NTEC TO 8E RltPR£SEl"ITi\TIVe: ilF ';U89Ui=l.~.\C! CONOITION'J . AT OfHE" l0C..\TION$ .\NO T;~!.S.

BORING NO. 3

DATE ilRlll.£0 10-20-83

DRILLING EOUIPMEr:ff; 18" dia. Bucket Auger 2200 .lbs @ 12 incites drop

DRIVING WEIGHT; 1600 lbs below 20' feet

WATER DEPTH;

ELEVATION'

SAND very ine,

very fine,

Ve£i:: fine, very fine,

mt erK;:OUntered

not detennined

c ean

sl. silty

cle;:m sl. silty

l!Dl.St CU1l'

.br. :Or.

End of Borir¥J @ 40.0'

LOG OF BORING

HU ASSOC I ATES c;.,c1wm<cat El"l1"""''l"l c.:mo11ant>

/

Proposed Qu-en City Motel Expansion 1811 West 11eservoir Drive Signal Hill, California

PROJECT No. HA-1413-3 PLATE A-6

Pressure in Kips per Square Foot

0.1 0

0.2- 0.3 0.5 0.8 I 2- ' 5 El 10 20 30 40

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

1 -...........

r--..... r"-. ...

2 " -~ ,.,

.... ~ "' "' -- " 3

c: 0

4 ·--0

-0

·-- 5 0

"' c 0 6 u

-c: 7 ... u ..... ... 8 a..

I

9

10

.

11

12 Boring ~!o. 1 @ 2.0' Q WAfEft: P£1U10TT!D 1"0 CONTACT SAMPt,..E:

Prq:osed Queen City Motel EXpansion

CONSOLIDATION TESTS 1811 West Rese1V0ir Drive Signal Hill, California

~

HU ASSOCIATES Geofec/'ln1co/ £flqfpeen119 C()l1sul.'orrl!!I PROJECT No. !lA-1413-3 I PLATE A-7

'

Pressure i fl Kips per Square Foot

0.1 0.2 0.3 0

0.5 0.6 I 2 3 5 8 I() zo 30 40

-c

'""& 1

~ ['._

r-... 2 ..... ~

I""--~ i'-1"1 ..... ""' "" r-- I' I'

3 "\

-c: I

0 4 ·--"

"Q

·- 5 -0

"' c: 0 6 u

-c: 7 ., " .... .. 8 c.. !

9

10

'

11

12 Boring No. l @ 7.0' 0 W6TER PERMlrfE:o ro CONTACT SA.MPL.E.

Proposed Queen City Motel Elcpansion

CONSOLIDATION TESTS 1811 "~st Reservoir Drive Signal Hill, California

HU ASSOCIATES Gf!oftt/1n1caf E17tJineer1t7tJ C(](l!J&1/:'cnts PROJECT No. HA-1413-3 · 1 PLATE A-8

Pressure in Kips per Square Foot

0.1 0.2 0.3 0

o.:s o.e I 2 3 5 8 I() 20 30 40.

-~ - .......

1 -.... !'....

J".., r-.. . r-.. !'-.. -2 ,... ,_ "' r.. ['....

3

·, c: 0

4 ·--0 ..

'a

·- 5 -0 Ill

c: 0 6

(.)

- I -c: 7

I ., u I I

I I ... I I I I i .,

8 Q.. I

I ·. -' . -

9

10

11

"

12 Boring No. 1 @ 10.0' Q WATER FIERMITTED TO CONTACT SAMPL(

Proposed Queen City Motel Expansion CONSOLIDATION TESTS 1811 West Reservoir Drive

Signal Hill, California

.. HU ASSOCIATES PROJECT No. HA-1413-3 I PLATE A-9 GeorecM1cfJ/ Enq11ree11119 ~1s1..1f;'on/$

.Pressure. in Kips per Square Foot ' .

0.1 0.2 O_l 05 0.8 I 2 l 5 8 IO 20 ~o 40 0

~ I

1 ........ r---...

I'-r-.. • ...._ r-.. 2

r"' r-~, -

3

\ c: 0

4 ·--0

-0

·- 5 -0 UI

c: '

0 6 u

-c 7 ... u ... ... 8 a.

- I .

9

10

11

12 Boring No. l @ 15. 0' Q W•T!~ _PERMITi(D TO CONfACT SAMP\.li!

Proposed Queen City MOtel E>Cpansion

CONSOLIDATION TESTS · 1811 West Reservoir Drive Signal Hill, california

~

HU ASSOCIATES PROJECT No. HA-1413-3 I PLATE A-10 Geotec/1r11cal £AqiM~,.,tltJ COii suftJttf$

Pressure '" Kips per Square Foot

0.1 0.2 O.l a 0.5 0.9 I 2 3 5 9 10 20 30 <lO '<

-~ ""N....._

1 ...........

r---..... r--.. ... - f"... 2 - ~ I'

I' I' -

1'.. 3

c 0

4 ---0 'Q

·- 5 -0

"' = 0 6 u

-= 7 .. u ... .. 8 a. - i - I

, " ~ -9

10

/

11 - ..

.. 12

Boring No. 3@ 4.0 1 Q WATER Pe;AMlif(O TO CONTACT gAMPLE

Prop:ised Queen City Motel Expansion

CONSOLIDATION TESTS 1811 West Reservoir Drive Signal. Hill, California

•• HU ASSOCIATES G«Jt«:/1f71cal Enqineeri11t;1 Cet1sul,"Cnts PROJECT No. HA-1413-3 I PLATE A-11

I

Pressure in Kips. per Square Foot

0.1 0

0.2 0.3 05 0.8 I z 3 :; e IO zo 30 40 -

-,.. ~~

l ,....., I'--..

' 2

' .. !"--. I'-. p.... ~ ..

"" r-.." "'-~ 3

' - .... -c:

0 4 ·--<;I

'<;I

·- 5 -0 .. c 0 6 I u

I

I - I -c 7 QI I I

i I I u

I ' I ' ... ' ' ' QI I

8 ! : I a.. I I I I I i

i 9 i i

I i

10

11

-·

12 Boring No. 3 @ 1 .o.• Q WATEi. P!llU1UTT!D fO CONT.l\CT SAMPt.£

Prop:ised Queen City Motel Expansion

CONSOLIDATION TESTS 1811 l'Jest Reservoir Drive Signal Hill, California

~

HU ASSOCIATES G~t~cnn1co/ Eng1nfMnng COflStJ/."(JtlfS PROJECT No. HA-1413-3 r PLATE. A-12

Pressure in Ki·ps per Square Foot •

0.1 0

0.2 O.l 0., 0.8 I 2 3 5 8 K) 20 30 <IO

""A. - --1 .........

I"--.. I""'-.

1' ~ - ,..,_ 2

~

~ "" '"to. ~ -

' .

3

' c: Q

4 ·--Q

"Q

·-- 5 0

"' c: Q 6 u

-c: 7 -., <.> ... .,

8 a_

- I . ' I " -

9

10

/

11

..

12 BOring No. 3 @ 10.0• Q WATER PERMITTED iO CONfA.CT 'SA~Pt.E

Prop:ised Queen City Motel Expansion CONSOLIDATION TESTS 1811 West ReServoir Drive

Signal Hill, Californi<1

~

HU ASSOCIATES Geatecn111ca1 £nqirreenng ConstJl"onts PROJECT No. HA-1413-3 I PLATE A-13

,

:c SIEVE ANALYSIS HYDROMETER ANALYSIS c SIZE: OF OPENl~G "' INCHES U.S. sr;.ND4~D SIEVE Nll-M8ERS GA41N SIZE IN MM

I;; G') 10· • 2 l·lt.! ' .,. 1/.1 1/4 • 10 20 40 60 100 >CO 0.01 ooo• O.OOL

~ :;o '""' !l: ~ "•L

0

n J> r. ~ ~ ...

~ - '

"-'~ - - 10

z ~-- -- --·- -1--1-- - ,_ - - ··- --~ .~. - .L --~- -- ·----

(II a "' .

~ MD ··-~ ~ -· C---f- 20

en "tl

i - --~- rn - - ~- -

-- - - ·- - - :a N "tl - ~\ n

fTI 7 ·- ·- ·--- L- -·-- -- . ' - - . -· ---- ------ 30 fTI

1f l'TI :a \~ z

n . - --·- ' -- ----- --·- - -· \ ,. - - f-. - - ----- -I

a fTI

' (") z c.. - - -- - 40 8 -I 3 \ ~ c b-

-- -- - . - - . ---- ·- :a ::0 :!! 1 <I>

,jl z - ---~- 50 -· - rn 1 < fTI I :a ~ l'TI :a - - -· - --- ~ --- - -- - ·--- - - - - - -- \ - ~ - ·'- --~

- I CD

§' (/) CD 4· - .. ----- - . ~ - - -- --· -- I - - 60 -<

-< ~

-- .. ·-· ·-~ - . ~

~ '\. rn

~ 30 -· -- --·----- ~ -- --- ··- -~ ,__ ---· 70 fTI I Gl

~ Gl -- --· .....___ __ ·--· _,_ - -· .\- ' - ..... -- - ·-~~ -- :r -· ---· --·- f- -I

:r -- \ -I ·- ·----- --·- - ·- - ---- -- \-· ,_ ·- --- -- - . 80

~ \

L. - -- - --- - - ,_ - --·--- ,_ . - -- -' - ' - - - - -- "--- -

c.. 10 -- r------- ;- ·- --~ 90 ~

·-· '"d

-I

~ --- - --- I+ - ----- - ~ - -·· ~-· -·--- .. + - ·- -- -- -- -·-- -- - . ·-~ -- --L

~ OIOO 100

1-'Ul $0 ., • ' o.• 0.1 O.O!!i OOL 0.005 0-.001

' Ill co a GRAIN SIZE IN MILLI METERS

!~~ .... ' GRAVEL I SAND \ SILT .... r I Finl I CDair1-1 M1cOu111 I fin• !

or· CLAY .... CIM!irae

w ~-rt:;,-I w .... m () .... ,_,_ .....__

~~~ "tl Ct.1rve Boring Deplh Nah.ii<ll r ~o~ Soil Closs~ f 1 cot ion LL PL Pl )> No. '-11. ft. W/C, 0/c

,_,_ ~· -I HI ID Pl hf 1 1 15 SAND, fine, clean 7.1

:i- 2 1 25 SAND, very fine to fine, sl. silty 6.9 "'~ .... 3 2 '15 SAND, fine, clean 5.1 ..

i:;· 4 2 25 SAND. V"'"" fine to fine· sl.. c;!+-u ~ A :;,-

::c SJ EVE ANALYSIS HYDROMETER ANALYSIS c SIZE OF OPEN tMG IM INCHES U.S. 'ST.-,NDAAD SIEVE" NUMBERS GftAIH SIZE IN "~ l>

G) • 2 HI.! I ,,,. ,,,, 1/4 • 10 20 40 60 100 zoo 00> 0005 0.001

"' 10' 0

"' ;;c ~, ' 0 n l>

~ - - -- ·- 10 z -- --- f-- ·- - ~ -- --- ~\-·--- . - ~ - ·-- ---- ·-

(II ~ - --- ·-·- - - -·- 2{)

U> l:l

f ---- --~- -- -- -- ·- rn

@_ ..

::0 N .. n

rn 7 - ·- - ·- - I- - - -· -·· 30 rn

i ITI ::0 2 n -- - -- -· .. - ·- - .. - ·- -- ---- -I rn \

(") 2 e- -- - - . .. - -- - . j.-· - -- .. ·- c---f----- 40 n -I

" 0

gi c -- I> ::!l \ ::0

~ ::0 "' z 50 - 50 rn ~ < rn \ ::0

~ rn ::0 - - - -------- - . -- - -.-- ·-. --Ill

~ U> ro 40 H- - -

-® " -· - - . - 60 -< -<

~ f-· ~ f-- ---- --- -- . ·- --- - - . - - - -- ~ - ~ - '-!"

~ '-!" 3: 70 ,.,,

rn ··- -- -· . - - - -- -- -~ -- ~--

~~\ - -- - - .. 1-- - -G>

;:;; Cl ·- f- > - --- . ' - -· - . ·- - . .. - '. f- - J:

I --1 -I

-I 2( -> I - .. -·- ---- -· . ,_ -- 80 l:l

~ .. ~ - ~ - I-. ------<-

-~ 10 ---- --- --·-- -- - .. - - ----- ·- . - -- -- . -- - •.. 90 rn . - ----

0 -I - - -- - ------ - .... . ·-- - --· - - - -·- -·--- - .. - -- . - . ·- ··- --· f- - - - ·-

~ ,_.(II

OIDD . 100

fJ) "" 2 00 IO ' I o.• 0.1 000 om 000> 0001

~ f ~- GRAIN SIZE IN MILLIMETERS

.... e:.1 I GRAVEL I SANO I SILT CLAY I "" I I CCIG.f"ll I M1diurt1 I F"ln• I

or .... Coar"11 Finl

w ~w~ I w :, m .Q .. ~~~ Cur1i1e Boring Oepln Na,ural r I"· .... ~ Soil C los'S if i cat ion LL f>L Pl

~ Hi 11 No. No. ft. W/C,% -I

~- & 3 15 SAND, . very fine fine, clean 10.0 ,., 5 to

1' ~ ~· 6 3 25 Sl\ND • verv fine to fine. sl. siltv 6.9 .... , U> ...

§