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Mr. Joel E. Randall Chie~~ building Official City 0£ Signal Hill 2175 Cherry Avenue Signal Hill, California 90806

Dear Mr. Randall:

The u..:.iLeri<..!ls submitted v.·itf: you1: letter of February :'.:'.2, 1984 !::.·,·::: been rec.ei·.:r::·J with ·l.iie exce.pt..ion cf the reYie:v.- lc.Lters for Reports r~ .... i8-3l-02 and 03 a11J for the ne~ly sub~itted reports identified as 76-05 (~.t.c,f,f,

h,ec~i,j,k,l, and rn). Copi£·8 ('i tLes2 lett£:rs should be f.£n~ r,) cor.:?lfre our file!=>.

The enelosed C!eutecbnicul report by Aclion Engineering, taLE.-::.! ~1.:.i.1.1u.:::-..._- :o, 19BL~ is returned her··~ith as it is not a geological report and is :1.0l

directE•C at the prob.i~:-.i of fa.ult rupture. ..

(,. This lc:ttcr also acknoh·1cd_§:.8f: the reci::ipc. of the Novi::rnbc-:· 7. and De::cn:'t:.H·~r

19, 1983 reports by Ray A. Eastman for the Q\1cen City Motel ~itc. 1ncsc report.~, received wi~h your letter of :::-eCrunry 21, 1924~ .:::;,lsr. wil~ ·:]::. ::ileC.

EWE: ryt:.

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Si11cerely yoursi

,

EARL \I. HART Of~ice of the St2t~ C~olc~is~ CEG 935

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SITE INVESTIGATION

PROPOSED DEVELOPMENT 1856, 1864 & 1870

TEMPLE AVENUE SIGNAL HILL, CALIF.

CONDUCTED FOR:

HAMMOND AND SEEDS 5142 WARNER AVE.

SUITE 108 HUNTINGTON BEACH, CA. 92649

'"~.· !r~ '-:::::'.'::

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ACTION

ENGINEERING

CONSULTANTS

SOii..$ ENGINESRING AND GEOLOGY

(2131 591·1579

(714) 121-3150

• 10621 Bloomfield Avenue · Suite 23 · Los Alomit•• · Colifornio · 90720

I

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November 18, 1976

Hammond and Seeds 5142 Warner Ave. Suite 108 Huntington Beach, Ca. 92649

w.o. 66001

Re: Site Investigation - Proposed Development 1856, 1864 and 1870 Temple Avenue -In the City of Signal Hill, California

Dear Sir:

Pursuant to your request, a site investigation was performed

on the above reference. The purpose of this investigation was to

determine the general engineering characteristics of the soil under-

lying the site; and to provide specific recommendations for the

des1gn of the foundation, site preparation and grading.

The proposed development will be two story wood frame construe-

tion. The maximum column loads are expected to be on the order of

40 kips dead plus live load. Perimeter wall loads are expected to

be in the range of 2.0 kips per lineal foot .

The site consists of three (3) lots on the East side of Temple

Avenue 120 + feet deep with 150 ~feet street frontage. The site

contains two (2) older residential structures at this time .

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w.o. 66001

Two (2) exploratory borings were placed0

at the location shown

on the, attached plan. The borings together with the trench excava­

ed by the Geologist, were logged and examined by our Field Engineer

and the log is attached on Table I •

Natural ground as encountered in the borings, classified as

SAND, fine silty.

No ground water was encountered and no caving occurred.

A small trash pit was located as indicated on the plot plan

Undisturbed samples for detailed testing in our laboratory were

obtained by pushing or driving a sampling spoon into the material .

A solid barrel-type spoon was used having an inside diameter of 2.50

inches with a tapered cutting tip at the lower end and a ball valve

at the upper end. The barrel is lined with thin brass rings, each

one inch in length. The spoon penetrated into the soil below the

depth of boring approximately 12 inches. The central portion of this

sample was retained for testing. All samples in their natural field

condition were sealed in air-tight containers and transported to the

laboratory .

LABORATORY TESTING

Shear tests were made with a direct shear machine of the strain

control type in which the rate of strain is Q. l inch per minute.

The machine is so designed that tests may be performed with a minimum

of disturbance from the field condition. Specimens were subjected to

shear under various normal loads equivalent to the overburden

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surcharge on the specimens being tested. The results are as

' follows:

Boring Depth Angle of Internal Cohesion No. in Ft. Friction (degrees) Lbs./59.Ft.

2.0 34 100 3 4.0 306 80

Consolidation tests were performed on in-situ moisture and

saturated specimens of typical soils. The consolidometer, like the

direct shear machine, is designed to receive the specimens in the

field condition. Porous stones, placed at the top and bottom of

the specimens permit the free flow of water into and from the spec­

imens during the test. Successive load increments were applied to

the top of the specimens and progressive and final settlements under

each increment were recorded to an accoracy of 0.0001 inch. The

final settlements so obtained are plotted to determine th~ curves

shown on Plate A.

Expansion tests were ~erformed on typical specimens of natural

soils in accordance with the U.B.C. Test 29-2. Results of these

tests are presented on Table II.

RECOMMENDATIONS

Soil conditions on the site are relatively uniform as disclosed

by our test borings. Conventional spread footings may be used to

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support the proposed structure if the recommendations contained

in this report are followed.

After the existing structures have been removed, site grading

should be accomplished under the directions of the Soils Engineer

in accordance with the attached "Specifications for Grading."

Upon completion of grading, the proposed structures may be

supported by spread footings placed in the natural soils or on com­

pacted fill.

A recommended bearing value of 2000 lbs./sq.ft. may be used for

footings a minimum width of one (1) foot placed a minimum depth of

12 and 18 inches below lowest adjacent final grade, for single and

two story buildings respectively. This value is for combined dead

and frequently applied live loads and may be increased by 1/3 for

the total of all loads including seismic and wind loads.

Results of expansoin tests indicate that the soils have a very

low expansive potential and therefore the usual precautions for

build1ng on expansive soils are not necessary.

SETTLEMENTS

The maximum anticipated total settlement is on the order of 1/2

inch. Differential settlements are expected to be less than 1/4 of

an inch.

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Vi.O. 66001

LATERAL DESIGN

Lateral restraint at the base of footings or slabs may be

assumed to be the product of the dead load and a coefficient of

friction of 0.45. Passive pressure on the surface of footings and

grade beams may also be used to resist lateral forces. A passive

pressure of zero at the surface of finished grade, increasing at

the rate of 250 pounds per square foot, per foot of depth, may be

used for natural soil and compacted fill at this site. If passive

pressure and friction are combined when evaluating the lateral re­

sistance, the value of the passive pressure should be limited to

two-thirds of the values given above.

This report has been prepared in conjunction with the Report

of Seismic Analysis for this property submitted by John D. Merrill,

Engineering Geologist, dated November 18, 1976.

The recommendations of this report are based upon the assump­

tion that the soil conditions do not deviate from those disclosed

in the borings .

If any variations or undesirable conditions are encountered dur-

ing construction, or if the proposed construction will differ from

that planned at the present time, ACTION ENGINEERING CONSULTANTS

should be notified so that supplemental recommendations can be given.

This report is issued with the understanding that it is the re-

sponsibility of the owner, or of his representative, to ensure that

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the information and recommendations contained herein are called to

the attention of the Architects and Engineers for the project and

incorporated into the plans and that the nece5sary steps are taken

to see that the Contractors and Subcontractors carry out such re-

commendations in the field .

This report is subject to review by the controlling authori­

ties for the project.

We appreciate this opportunity to be of service to you .

Respectfully submitted:

ACTION ENGINEERING CONSULTANTS

~a~ BRUCE A. PACKARD RCE 13801

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SPECIFICATIONS FOR GRADING ·---· ··-·-- ··- --- _. -·-·· ·-- --- '-· ···-··--·

w.o. 66001

SITE r:t.EAl<ING

Al } existing vegetation shall be stripped and hauled from

the site. Irrigation lines. if present, shall be located, exposed and either crushed in

ect·io11 of the so'il Engineer. place or removed under the dir­

Al l buildin~s. septic tanks ans existin9 fill encountered during grading shnll be removed to fi ,.,., comoetent soi 1.

Prior to the placement of any fill soils, the resulting ex­cavdt1ons and the area to receive fill should be scarified,

cleansed of debris and recompacted to 90 percent of. the lab­

oratory standard under the direction of the Soils Engineer

in accordance with the following ''Specifications of Compacted

F i l l " .

PREPARATION

After the foundation for the fill has been cleared, plowed or

scarified, it shall be disced or bladed until it is uniform and

free fron1 large clods. brought to a proper moisture content and

comracted to not less than 90% of the maximum dry density in

accorJance with ASTM:D-1557-70 (5 layers - 25 blows per layer;

10 lb. hammer - 18 inch drop; 4 inch diameter mold).

MATERIALS ---- -- ·-· ~··-

On-site 1naterials may be used for the fill, or fill materials

shall ~ansist of material approved by the Soils Engineer and

may n~ obtained from the excavation of banks, borrow pits, or

any other aoproved source. The materials used should be free

of veget,hle matter and other deleteriou5 substances and Sh3l1

not contain rocks or lumps greater than six inches in maximum

d in1c11~, i tln.

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l'LA.C!Ni., ';!'Pf AD ING l\Nn _IQMPA~Tl_N_G_ F_IL_L MATl_RJ_A_LS

A. lhu :,;elettQd fill material shall be rlaced in layers

whicl1 wh~n compacted shall not exceed six inches in thick~

ness. Eoch layer shall be spread evenly and shall be thor­

oughly :nixed during the spreading to ensure uniformity of

111 a t e 1· i .1 l and rn o i st u re of each l ayer .

8. "'here the moisture content of the f i 11 material is be-

1 ow the limits specified by the Soils Engineer, water shall

be added until the moisture content is as required to assure

thorouqn bonding and thorough compaction.

C Where the moisture content of the fill material Is above

the li111its specified by the Soils Engineer, the fill materials

shall be aerated by blading or other satisfactory methods until

the n1oisture content is as specified.

0. After each layer has been placed, mixed and spread evenly,

it shall be thoroughly compacted to not less than 90% of the

maxi111um dry density in accordance with ASTM:D-1557-70 ( 5 layers

25 blows per layer; 10 lb. hammer - 18 inch drop; 4 inch dia­

meter mold) or other density tests which will attain equivalent reSLi!l~;_

CompJction shall be by sheepsfoot roller, multi-wheel pneumatic

tire roller or other types of acceptable rollers. Rollers shall

be of such design that they will be able to compact the fill to

the S1Jecdied density. Rolling shall be accomplished while the

fill ~Jterial is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the

the 1·uller shall ma-e sufficient trips to ensure that the de­

~irPd clen~ity has been obtained. The final surface of the lot

Jreo'. 1,, 1'ece1ve 5lab<,-on-0rade should be rolled to a dense,

~rno~.,~r1 ·.c.t'friCe .

Paqe 2

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w. 0. 66001

!. , 11,,. outs1dt of all fill slopes shall be compacted by

means uf sheepsfoot rollers or other suitable equipment.

Co1111·•n<:li<1<J operations shall be continued until the outer

ninP in<:hes of the slope is at least 90! compacted. Com-

poct i<1·1 ot th~ ~lopes may be done progressively in increments

of t/111«· to five feet of fill height as the fill is brought to 9 ,. n de .

F I ield density tests shall be made by the Soils Engineer

of the compaction of each layer of fill. Density tests shall

be mdde ctt intervals not to exceed two feet of fill height

provided all layers are tested. Where the sheepsfoot rollers

are used, the soil may be disturbed to a depth of several in­

che~ and density readings shall be taken in the compacted mat­

er1al telow the disturbed surface. When these reading~ Indicate

the density of any l~yer of fill or portion thereof is below the

required 901 density, the particular layer or portion shall

be reworked until the required density has been obtained.

G. Tl1e grading specifications should be a part of the project

specifications.

H. Tne Soils Engineer shall review the grading plan prior to

gradin0.

l_r:l~__PECT I ON

The Soi Is Engir1eer shall provide continuous supervision of the

site clearing and grading operation so that he can •erify that

the q1·.1r•1ng was done in accordance with the accepted plans and

spec it 1L .. 1tiori'>.

SL~SIH;lq L.'M!T_A_TJ__Q_Nj_

No f i l I 11• ;.t e ,. i a ls sh a l l tie p 1 aced , s r read or r o 11 e d du r i n g u n fa v -

orahle w1•atl1er conditions. When work is interruoted by heavy

rain', fill oneratlons shall not be resumed until the field

te;;L l1y tl11' '.oil~. Engineer indicate the rnnisture content and

(~f":t1(,1r/ r1I flit· fil1 rtfe al" previously specified .

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BORING N"' DEPTH

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CONSOLIDATION - PRESSURE CURVE I

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02 oz; 04 C"5 oe oe 1.0 20 4.0 60 BO 100 200

. ' '· ·­' e.~p~ L ---

NORMAL LOAD IN KIPS PER SQUAF- [ FOOT

PREPARED FOR

MAMM o NO· SE.ED ACTION

ENGINEERING

CONSULTANTS

PLAT£: "'A"

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Boring #1

0.0-2.5

2.5-5.0

Boring #2

0.0-2.5

2.5-5.0

TABLE I w.o. 66001

LOG OF BORINGS

SAND - silty, fine grain, moist, compact -Brown

SAND - silty, fine grain, moist, very compact - Rust Brown

No Water Encountered No Caving Occurred

SAND - silty, fine grain, moist, compact -Brown

SANO - silty, fine grain, moist, very compact - Rust Brown

No Water Encountered No Caving Occurred

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Hole No .

TABLE II w.o. 66001

EXPANSION TEST RESULTS

Depth Expansion Potential in Ft. Index Expansion

l . 5 1 2 Very Low

4.0 1 6 Very Low

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I!'. ')t I S T STR,

E'X. \ST ST~. •

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• APPROXIMATE LOCATION OF EXPLORATORY BORINGS I ~=BORING

....-,. ---.. PREPARED FOR - ,,_ '' L.ti . ,

.. &.o HAMMOND- SEED ACTION

ENGINEERING

CONSULTANTS

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Report of Seismic Analysis 1856, 1864, 1870 Temple Aven.ie S tgnal Hlll, Callfornll!l

Pr"Oject 63000

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cJ)@IXJW @o !i'JJ~[Af[AfQCT,[l, C P. G. engineering geologists

18432 OX .. AAD ST~fCT

TAAZANA. CAUf. 913~8

November 16, 1976

qeport of Seismic Analysis 1856, 1864, 1870 Temple Avenue S lgnal Hill, California

Hammond & Seeds 5142 Warner Aven..ie, Suite 108 Huntington Beach, Callfornla 92649

Attn: Hugh Seeds

Gentlemen:

Pl"'O ject 63690

Th ts report of se\sm le anal.Y'S Is has been prepared In COOl"dlnatlon with

the sol! engineering tl'lVestlgatton by Action Englneerl119 Consultants, Los

Alamitos. It Is based on obsel'"'Vatlons of surflcial deposits (fl\l and soil) and

of the soft, earthy terrace depo!ltts. These earth matel"'lals were exposed In

two backhoe trenches oriented at right angles to the probable alignment of

the Newport-lngleW'OOd fault (see plot plen and logs, attached). This report

ls supplemented by review of geologic data contained In our files describing

other private research reports of seismic conditions at nearby locatlors on

Signal Hill, Other data tnat were considered ln thls evaluation are Identified

ln the attached list of references.

S lt:ie Conditions:

Subject property ls a rect<tngle comprising three lots on the east side

of Temple Averoe, opposite Its lnte...,,ectton with Wall Street. The Pllrcel

contains about 0. 41 acres that slopes gent! .1 st"-lthwest; total re lief within

ttie prQperty Is estimated at 9 Feet (see meoc).

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JOHN D. MERRll.-l ll:Nc;ilNEf~w.Q. QfOLOG1STS

Project 63690 Page 2

Minor tributary flow Is derived from upslope ,lots, but this can be

Intercepted and directed to the street within the Framework of proposed

development.

Geologic Elements:

Backhoe trenches exposed about 2. 5 f.eet of looae, dark gray s llty sand

and sandy s I It that constitute a r-es I dual soil pl""Of!le. The soil may consolidate

under load, and when saturated.

Gradatlonally beneath the soil is firm, medium bl""Own, silty sand that

shows no evlden:::e of having been disturbed. This depos lt ls part of a wide-

spread, stream terrace deposit of late Pleistocene geologic age, derived from

only slightly older units of the upper Pleistocene Lak'ewood formation (San

Pedro Formation), which ls well exposed on all flarks of S lgnal Hill, nearer

Its su-nm tt.

Terrace deposits are moderately dense, and are weakly to moderately

cohes Ive. They are judged to be competent to support structures adequately,

provided that the strucb.Jres are designed to resist seismic loads Imposed

by the anticipated ground shaking that Is expected during their economic

lifetime.

Geologic Structure:

S lgnal Hill ts the topographic express Ion of a northwest-t.-endlng,

asymetrtc, antlcllnal fold that has been a major oil field since 1921, when

the discovery well was drilled about 1/2 mile north of subject property, The

oil field ls well described tn Vol 54, No 1 (1968) of' Summary of Operations,

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JO><N 0. MERRILL f~IMf:t;"'tNQ (;.EOl..0015T5

Project 63690 Page 3

California Oil Fields, published by the Division of OU and Gas, Much of these

statistics, including a subsurface map, and structure sections are applicable

to analysis of potential selsmlclty at subject property,

Two faults, the Cherry Hill branch, and the Northeast Flark fault, are

elements of the Newport-lngleWOOd fault zone, a prominent, active fault zone

that trends north1Nest through S lgnal Hill to Intersect the Malibu Coast .fault

23 miles from Signal Hill. Right lateral displacement characterizes the

fault, The Long Beach earthquake In Mal"Ct:", 1933, Is attributed to stress

release along the Newpor"t-Ingtewood fault. \Nher"e the fault tr"ace has been

exposed, lt conelsts of a zol"ll!! of closely spaced, interlacing shear-a, most of

which a,.., vertical, or near vertical.

Discussions with tile District Geologist, Shell Oil Company, Signal

Hilt, verifies that the surface trace of the Cher-ry Hill br"anch of the Newport-

Inglewood fault can be plotted accu.rately, with respect to the subject property •

On the bas ls ·Of comprehensive field explor"atlon, the surface trace of

the Newport-Inglewood fault Is clea,..ly defined by tcpographlc expression,

and by vegetation patter'ns as a rorthwest-t.-endlng line that passes almost

through the lnter'sectlon of Temple Averue and 19th Str'eet, about 150 feet

north From subject proper'ty (see Geologic M~, attached).

Seismic Analysis:

Subsurface exploration exposed r'esldual soil and terrace deposits that

display nO evidence of fault rupture. The trace of the Newport-IngleV«>Od

fault zone ls about 520 feet nOl"theas.t from subject property, accor'dlng ID

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JOHN 0 MERRILL INGINE~fl:IN(j G{OLOGISJS

Project 63690 Page 4

F .M 21593 Long Beach Quadrangle, Special Studies· Zone, as delineated

in comp It a nee with Chap. 7. 5, Div. 2 of the California Public qesources Code.

The trace as shown on the aerial photograph (Thomas Bros. Ael"'lal Photomap

Book (1961 ±)sheet 75) coincides with the Special Studies Map, and with the

plot of the trace uttllzlng welt data from Summal"'y of' California Ol\fleld

Operations, Long Beach 011 Field (1968),

Ground water ls estimated to be more than 50 feet below the surface,

such that llquefactlon ls not regarded as a potential hazal"'d,

The neat"'est eplcenh!!r (and focal point, or hypocentel"') with respect

to subject propel"'ty, is hypothesized as occurlng vel"'tlcally beneath Signal

Hill, on the Cherl"'y Hill branch of the Newport-Inglewood fault. Even the

shallow fbcus earthquakes that typify selsm!clty In Southern Callfornla, V".Ould

likely occur 8-15 miles beneath the surface. Atten.iatlon of seismic waves V".OUld

be applied by the semlconeolldated to consolidated sed!mental"'y rocks that

overlie schist bedrock, forming an overburden nearly 15,000 feet thick,

accord Ing to a log of a welt dr! \led near the center of' the oil field structure .

Further, location of the hypothecilted focal point V".Ould likely result in the

vertical component being the gl"'eatest, and the hol"!zonta\ component being

least.

Figure 1 shows the relationship of subject property to maximum

acceleration of bedrock with distance from the epicenter, Sy utilizing the

design earthquake (M6.3), equivalent to the Long Beach earthquake of March,

1933, the anticipated acceleration at subject Pl"Operty ls estimated at 0.279.

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JOHN 0, MERRILL 1!~1NtfillttliQ Q[OlQQISlS.

Project 63690 Page 5

Thank you for this opportvntty to be of service. Please call ff there

a..-e questlors regarding this

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.IDHl'll D, Ml:RFllLL

E)(p\anation or Termlno\ogy

\, Epicenter-

Location on the sul"face of' the earth directly above the origin of

fault movement causing an earthquake, The orlglr\Or focal polnt ls

usually about 6 to \0 mites· deep In Callfornla, and most faults are not

vertical. Therefore, ths fault trace at th• aurface and the. epl"•nt•I"

are .commonly separated by several miles.

2. Milgnltude

An lnstl'\.lmental measurement or ground movement by a atandard,

short period seismograph, located e hypothetical distance of' 62 mUa•

rr-om the epicenter. ''rha scale I• l0gartthmtc'anc1 was developed by

Dr. C. F. Richter. It goes l'l"Om 1 to to and each t'Utl digit repreaante

\0 times the preceding magnlbJda or ea.l"thquake energy,

3, Intensity

A tel'TTI that tries to catalog ground movement by Its effect on t"9ee,

ponds, stNeturea and paopre·. It was refined by G. Marea\11 and Is

based on visual observation or damage, not actual ground movement.

This movement reduce!J as It travels away from the epicenter-, but 1!11

gr-eatly influenced by the eubsul"face stl"Ucture or hard r-ocks, and the

overlying earth materials, The resulting damage depends also on the type

of stl"Ucture Involved. The only sccurate way to calculate ground move-

ment le from a selsmograph recol"d at the site, or at a location about

the same distance l'rom the epicenter and With elmt\llr geologic conditions.

Until ••lemog,..pl'I l"ecords of ground movement at atatlol'lll an over Calif-

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JOHN D. MCRAll..1..

Explanation of tel'!Tllnology page 2

ornta are correlated w\th earthquakes or known ma.gnttudes, the lli'oer-

c•lll scale or Intensities will have to suffice .

<4. Acceleration or GNtvlty

An acceleration or 32 ft/sec/sec caused by the ear-ths gr-avltatlonal

foree. The teNT'l Is usel'ul to roundatlon and atructul"'lll engtneel"'S In

calculating the force an eaM:hquake applies against a str-ucture or- rnt

slope In ol"der to Include It ln the design, Newtons 2nd law states

foree•mass X accelere.tton (F•ma) llllhere ma.u ls defined as -..ietght

divided.by the llcceleratlon or gravity (m•~· If the fr11ctlonal lncreaM

In g due to a h:ypothetlcat eal"thquake le known_, lt le • elmple matter to ,•

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REFERENCES

1, Selsmic Regiona.Hzatlon - C. F, Richter

' Reprint fl"Om: Bulletin of the Setsmblogleal Society or Amerlca, Vol. 49 - No, 2, Aprn 1959

2, Department of Water Resources

Bulletln No, 116-2 Cn.istal strain and Fault Movement lrwestlgation, January 1964

3. Interpretation of Vlbratlon Records In ler"ITIS or 8ulldlng Damage -T. V, McE'vUly

Form No, OW-BOO, W.F, Sprengnatner lnl!ltrument Co.

4, Geologic Map of California

Division of Mlnes and Geology Ferry BuHdlng, San Francisco

5, Vlbratlon Effects of Earthquakes on Sotls and Foundations - ASTM -Special Technical F'ubUcation, June 1968

~- -Strong .Motion Data - San F'ernando Earthquake of FebNary 9 1 1971 ... D.E. Hudson, editor.>, September 1971

1. California Geology, March-1973 - The Long Beach-Compton E'arthquake of March 10, 1933

b, Seismiclty or the Southern California Region, 1932 to 1972, Allen, Nordquist, Hileman, 1973.

9, Engineering Estimates or Gl"Ol.•nd Shaking and Maximum Ea,..thquake Magnitude - G.W. Housne,. 1969 ·

1 \'.). Intensity of Earthquake Gl"Ol.lnd Shaking Nea,.. the Caustttve Fault - G. 1(11, Housne,.., 1965

1 1 , Characteristics of Rock Motlol"l!I OUrlng Earthqul!lkea - Bolton, Seed IL Others, 1 969

• ' 112. Acceleration In ~ock for Earthquak\!!B In the WSlltern United States -Schnabel IL Seed, 19'72

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