GEO-ETKA, INC....Apr 29, 1985 · GEO-ETKA, Inc. Job No: Engr-5143-90 Present Site Condition At the...

GEO-ETKA, INC. t$T ABLISHCO 1 965

FCHJNUA I ION S01L INVEST1GATlON. F:N<;.IN~~HING GCOLOCY. PAVl::.ME:::.N"f O£:S1GN. SLOF"E STAflll 1TY ANALYSIS,

COMPACTION (:c)N'l HOL, 1-'ERCOLATION STUnlf-:~. MATEF1LAI IN!;:'.PF:.C I lC:JN AND TCST!NG

on: ..... NGE-MAIN AlJSIN~:~s PAnK

7::1~ N MAIN STf1EET • QRANC~I:::. CA 92668

{714) 771-6911 FAX (714) 771-1278

April 30, 1990 Job No: Engr-5143-90

Architect and Client: Frank Politeo and Associates 809 South Gaffey Street

Approving Agency:

Job Location:

Project:

Subject:

Date of site Visit:

References

San Pedro, California

Department of Building and Safety Ocean Boulevard City Of Long Beach, California

5761 Colorado Street Long Beach, California

<;; l:'. IYCt v il./Vit C U1.,t U.11.•~L. C-'! IL bi-'D Family cen er ou1ld1ng for Greek Orthodox Church

Geotechnical review and report update

1. Preliminary Geotechnical Investigation and Fault study Report No: 2677-00, dated 4-29-90, by Irvine Soils Engineer·ing, Inc.

2. site Plan Sheet A-1 of 9, dated 11-09-89 by the project architect.

Report Update and Plan Review

This letter report is to bring to the attention of all technical consultants and the approving authority, that as of this day we are assuming all responsibility with respect to the future geotechnical work to be performed at the subject site.

We have reviewed references l and 2 and agree with the findings. We will be implementing the recommendatiosn of this report and reserve the right to provide added recommendations as necessitated by the project.

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GEO-ETKA, Inc. Job No: Engr-5143-90

Present Site Condition

At the present time the property is completely covered with a heavy growth of weeds, bushes and trees.

Proposed Construction

It is planned to develop a family center structure at the property.

The structural loads are expected to remain unchanged from those noted earlier.

A maximum bearing values of 2,000 and 2,500 p.s.f. may be used for the soil for wall and column footings embedded at least l8 inches below the lowest finished grade into firm compacted soil. Minimum width l8 inches.

The footings should rest on top of at least 2 feet of compacted soil. In no case the footings be partly on native soil and partially into compacted soil.

These values may be increased (l/3) when resisting loads caused by wind or seismic forces, providing the resultant site is not less than that obtained with dead load and live load only.

Slab on Grade

The moisture barrier for sensitive floor should consist of 2 inches of clean, medium to coarse sand. Also, a 6 mil poly vinyl chloride sheet or comparable impervious material on top of it should be utilized as additional protection. All joints shall be made so as to preserve the impervious character. The membrane should be protected from puncture by a cushion of at least 2 inches of sand, above the plastic sheet.

The above criteria are based on the assumption that the moisture barrier is installed and the concrete placed before the soil has begun to show significant surface cracks. Should such cracks occur, the soil should be thoroughly wetted to a depth of l8 inches so that all cracks have disappeared. This should occur 24 to 48 hours prior to placement of the concrete itself.

GEO-ETKA, Inc. Job No; Engr-5143-90

Paving Recommendations

Following design thicknesses are recommended for the site paving.

Auto parking Driveway and truck areas

Asphalt Thickness in inches

3 3

Baserock Thickness in inches

7 14

Class II baserock or equivalent aggregate base is recommended.

The asphalt used should be AR 4000 or AR 8000.

Grading

After the clearing of the vegetation from the site, the building pads extending 5 feet beyond the outer edges of the footprint of the proposed structure should be provided with at least 5 feet of compacted soil, the exposed soil be scarified to a depth of 8 inches and soil placed and compacted to 90% of its maximum density or 3 feet below the bottom of the footings. All fill must be removed. Parking areas should be processed at least 24 inches below grade.

The subexcavation may be as deep as 8 feet see page 17 of reference 1. The 9 to 12 feet deep fault trench excavation backfill must also be removed and replaced as compacted soil tested to 90%.

All setbacks required in reference 1 must be incorporated and verified in the field by the project civil engineer as required.

General Note

All future work will be performed, observed, tested and reported by this office.

Prior to the start of any controlled grading, a finalized approved grading plan and a foundation plan should be submitted to this office for use during construction.

The general contractor as well as the grading contractor shall familiarize themselves with the geotechnical reports prepared for this project and the city grading code.

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GEO-ETKA, Inc. Job No: Engr-5143-90

General Note (cont'd)

All slopes should be maintained at 2:l::H:V ratios and planted to protect from erosion.

Fill on slopes when not supported by retaining walls must be keyed and benched. Keys to be at least 3 feet deep and 15 feet wide in competent material.

All demolition debris must be removed prior to placement of any fill. All bottom excavations must be approved by our office.

It is required that a pre-grade meeting be held to clarify any items, as per the city of Long Beach, grading code.

A 48 hour notice is required for all work requested, i.e. soil, concrete, welding or other special inspections.

If you have any questions, please feel free to contact this office.

This letter report is subject to review by the approving authority.

No work shall begin until such approval is granted and a grading permit obtained.

Respectfully submitted, GEO-ETKA, Inc.

Javed s. Chak, V.P. Geotechnical Engineer GE 197, Expires 12-31-93

Ri Consulting Geologist CEG 469, Expires 6-30-90

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IAVINE SOILS ENGINEERING, INC. SOil ENGINEERING & ENGINEERING ClEOlOGY

April 29, 1985

LDM Development, Inc. 25251 Paseo De Alicia tl05 Laguna Hills~ California 92653

Attention: Mr. Forest Dickason

Job No: Log No:

SUBJECT: PRELIMINARY GEOTECHNICAL INVESTIGATION AND FAULT STUDY

congregate Living Facility Pacific Coast Highway and Colorado Street' Long Beach, California

REFERENCES: Appendix A

Gentlemen:

2677-00 5-6637

This report presents the results of our Preliminary Geotechnical

Investigation and Fault Study at the subject site. Our investi

gation was performed in March and April 1985, and consisted of field exploration, laboratory testing, engineering analysis of

the field and laboratory data, and the preparation of this report.

DESCRIPTION OF SITE

The site is located at the northwest corner of the intersection of Pacific Coast Highway and Colorado Street in the City of Long

Beach as shown on the Location Map, Figure l. The proposed project is bounded by developed property on the northwest, Colorado Street on the south, Bellflower lloulevard on the west and Pacific Coast Highway on the east. The south sloping site is presently

unoccup.ied and vacant with a lush growth of wildflowers. Two

drainages cross the lower and west ends of the site and cane and trees choke the west .end near Bellflower Boulevard. Four pipeli

nes were encountered during the trench.excavation and other structures might be expected. Based on review of older pho-

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S~BSIDIAF". OF •RVINE CuNSUl TING GROUP. INC.

15 MASON• IRVINE, CAUFORNIA 92714 • (714) 951-8686 • (213) 630-8032

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'ADAP'Tl!C FAOM u.s.G.S. '7.a• LONG BEACH.

AND LOS ALAMITOS QUADRANGLES ( 1aa1)

LOCATION MAP FIGURE;

APRIL 1985 1 IAVINE SOILS ENGINEERING, INC.

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LDM Development, Inc., April 29, 1985

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2677-00 5-6637

tographs and maps, this site at one time contained a tank comp:>und and sump, and the property to the northwest held a large oil pond. These features no longer are observable, and a large fill pad now covers the old pond on the adjoining property.

PROPOSED DEVELOPMENT

The proposed development consists of two three-story residence wings connected to administrative and logistical structures as shown on the site plan prepared by Mark Hepp Architects and dated February 20, 1985. Although structural loading information was not available at the time of our investigation, loads were considered typical for this type of construction. In addition, landscaping and paved parking areas are planned for the site. It is anticipated that site grading will be relatively minor in the building areas and the parking areas. Design grades are expected to only moderately change the existing grades.

FIELD EXPLORATION

Subsurface conditions were explored by drilling 5 bucket auger and 2 rotary wash bo~ings to depths between 22 and 5li feet. The approximate locations of the borings are shown on the attached Geotechnical Map, Plate l. The borings were drilled with a truck-mounted 18-inch diameter bucket auger, and a 5-inch rotary wash rig. Drilling of the test borings was supervised by our field geologist who logged the soils and obtained bulk and relatively undisturbed samples for laboratory testing. Extensive

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sampling, utilizing a standard penetration test device, was per-formed to investigate the in-place conditions of the subsurface soils' particularly with regard to thei·r potential for liquefaction. The logs of our test borings are given in Appendix B,

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Figures B-2 through B-10. In addition, a 546-foot long, 24 inch wide trench was excavated to a depth of between 9 and 13 feet from east to west across the site. The object of trenching was to evaluate the general building area within Special Study Zone for evidence of faulting. trench is included as Plate 2.

LABORATORY TESTING

A. Classification

the Alquist-Priolo The log of the

Soils were classified visually according to the Unified Soil Classification System. Classification was supplemented by index tests, such as particle size analysis. Moisture content and dry density determinations were made for representative undisturbed samples.

Results of moisture-density determinations, together with classification, are shown on the Logs of Borings, Figures B-2 through B-8.

B. Particle Size Analysis

Particle size analyses, consisting of sieve tests· were performed on representative samples of the site subgrade soils in accordance with ASTM; D 422-63 •.. Test results are shown in Appendix c, on Figures C-1 through C-3 and on c-12, Table s.

C. Expansion

An Expansion. Index test was performed on a representative sample of the on-site soils in accordance with the Uniform Building Code Standard Ne. .29-2. The result is summarized in

Appendix C, Figure C-11, Table 1. . ' . .·.'"

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LOM Development, Inc., April 29, 1985

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o. Atterbergs

Atterberg limits tests consisting of liquid limits in accorance with ASTM: D 423-66 and plastic limits in accordance with ASTM: D 424-59 were performed on representative· samples of the on-site soils. The test results are presented in Appendix C, Figures C-4 and C-5.

E. Maximum Density/Optimum Moisture Content

F.

G.

The maximum dry density/optimum moisture content relationship was determined for a typical sample of the on-site soils. The laboratory standard used was ASTM: D 1557-78. The test results are summarized in Appendix C, Figure C-ll, Table 2.

Sulfate

Sulfate tests were performed on representative samples cf the on-site soils. The laboratory standard used was California 417A. The test results are presented in Appendix C, Figure C-ll, Table 3.

R-Value

An R-Value test was performed· on a representative sample cf the on-site surface soils. The laboratory standard used was ASTM: D 2844-75. The test results are summarized in Appendix C, Figure C-11, Table 4.

H. Direct Shear

A direct shear strength test was performed on a:representative remolded (to 90 percent compaction') sample of the onsite soils. Tc simulate possible adverse field conditions, the sample was saturated prior to shearing. A saturating

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2677-00 5-6637

device was used which permitted the sample to absorb moisture while limiting volume change. The tests results are presented in Appendix c, Figure C-6.

I. Consolidation

Consolidation tests were performed on representative undisturbed samples of the underlying soils to help determine compressibility characteristics. The samples were saturated in the later portion of the test period to simulate possible adverse field conditions. The test results are presented in Appendix C, Figures C-7 through C-10.

SUBSURFACE CONDITIONS

A. !.4:.il

Uncompacted fill was encountered in all exploratory borings to depths ranging from 1 to 3 feet. Fill soils consist predominantly of loose to medium dense sands. Man-made debris such as concrete and brick was encountered in Trenches la-le.

B. Natural Ground

The natural ground consists primarily of terrace deposits with esturaine deposits at the surface in the lower lying areas.

The esturaine deposits consist primarily of soft to firm clayey soils exhibiting moderate to high compressibility and m:iderate to low strength characteristics. teristics improve significantly with depth feet below existing grades.

These char.acapprox ima tely s-e

The terrace deposits consist primarily of medium dense to dense clayey sand and sands exhibiting low compressibility

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and moderate to high strength characteristics.

C. Groundwater and Caving

Groundwater was encountered in all borings, ranging in depth from approximately 22 to Ji feet. Caving was observed in all bucket auger borings from 22 to 31 feet.

v. GEOLOGY

A. Regional Geologic Setting

The proposed Long Beach Congregate Living Facility site is located in the Long Beach portion of the Los Angeles Basin coastal plain. ~he Los Angeles Basin is the

northernmost physiographic expression of the Penisular Range Geomorphic Province of California, one of eleven major physiographic provinces in the state. The Peninsular Range Province is dominated by northwest-trending geologic structures, including active fault • zones, that are sub-parallel to the San Andreas Fault, located SO miles northeast of the site. The active fault zones of the. northern Penisular Ranges include the Newport-Inglewood Fault Z~ne, located near or on the site, the Whittier-Elsinore Fault Zone and the San Jacinto Fault Zone. concordantly with the San Andreas Fault, all of these fault zones appear to have a predominant right-lateral, strike-slip sense of displacement. LOcations and pertinent parameters of these and other known regionaly active faults are shown on Figure 2 and Table 1, below.

The Los Angeles Basin became an area of very active marine sedimentation during the Middle Miocene epoch,

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approximately 15-20 million years ago. This process may have initiated in response to the beginning of riqht lateral strike-slip motion on the San Andreas Fault in this portion of southern California (Atwater, 1970l. since at least Mid-Miocene time, the San Andreas Fault appears to have been the •master fault• of southern California and the location of the boundary between the Pacific and American plates, two major segments of the earth's crust.

A maximum of over 30.,000 feet of sediment has been deposited over the crystalline and metamorphic basement rocks of the Los Anqels Basin. This deposition has occurred since Mid-Miocene time, in response to compressional down-warpinq alonq a northwest-trendinq axis located roughly between downtown Los Angeles and Santa Ana. Marine sedimentation predominated from the Miocene through Lower Pleistocene time, with deposits of continental Cfluviall origin predominatinq during Upper Pleistocene and Recent time.

Today, the coastal plain of the Los Angeles Basin is a broad alluviated lowland that slopes .10 to 20 feet to the . .

mile from surroundinq highland areas, that include the Santa Monica Mountains, Montebello and Puente Hills and the Santa Ana Mountains. A series of aligned low hills and mesas lie alonq the western margin of the coastal plain and delineate the trend of the Newport-Inqlewood Fault zone across the Los Angeles Basin. The central lowland of the Los Angeles Basin extends throuqh the line of hills in alluvial tongues that are occupied by prinicpal drainaqe courses, including the. San Gabriel River located ll miles southeast of the site.

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8. Newport-Inglewood Fault Zone

The Newport-Inglewood Fault zone trends northwesterly across the coastal plain of the Los Angeles Basin from Severly Hills to Newport Beach, a distance of approximately 43 miles. On the ground surface the fault zone is marked by.a series of low hills and mesas. The hills are confined to the northern portion of the zone and extend from Beverly Hills on the north to Landing Hill, which occupies a portion of the Seal Beach Naval Weapons station. The hills along the Newport-Inglewood Fault Zone are caused by the upwarded arching of strata. This. upwarping has served to trap petroleum in commerieal quantities in several oil fields along the fault zone. Although the fault may have existed in some form as far back in time as the Miocene epoch, most of the present relief appears due to earth movements within the past l million years. This has been shown along with other lines of evidence by several stratigraphic studies that have dated a widely distributed fossiliferous marine sand bed, the Palos Verdes sand, as Late Pleistocene in age !Woodring, Bramlette and.Kew, 1946: Poland, 1956). The Palos Verdes sand, although apparently absent beneath Alamitos Heights, has been widely deformed and uplifted by movement along the Newport-Inglewood Fault zone <Poland, 1956).

Deeper oil wells have indicated that the NewportInglewood Fault Zone is a contact between radically different types of basement rocks (Yerkes and others, 1965) and that. the complex near-surf ace fault pattern is a reflection of a more simple •master fauJ.t• at depth.

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Although the Newport-Inglewood Fault Zone at depth is probably a right lateral strike slip fault, varying displacements and branching of faults through the sedimentary cover has resulted in a more complex fault pat- . tern near the surface. Based primarily on oil well data (Bowes, 1943) the Newport-Inglewood Fault Zone consists of a single fault, the Seal Beach Fault, in the vicinity

of Alamitos Heights and the site. subsurface data indicates that the Seal Beach Fault is steeply dipping with vertical displacement of beds •down• on the northeast side of the fault.

A detailed discussion of the earthquake history of the Newport-Inglewood Fault Zone is ~utside ·of the scope of this report. Figure 2 shows the general location of the epicenters of the two largest historical earthquakes definitely associated with the Newport-Inglewood Fault Zone- the Richter Magnitude 4.9 Inglewood Earthquake of 1920 and the Magnitude 6.3 Long Beach Earthquake of 1933. The 1933 earthquake may have produced surface fault rupture in Newport Beach CGuptil and Heath, 1981>. Because of its capability to pro.duce moderately destructive earthquakes, there is a risk of surface rupture at any point along the Newport-Inglewood Fault Zone. Difficulties iri

quantifying that risk derive from uncertainties regarding the recurrence intervals of destructive earthquakes and a more general lack of detailed knowledge of the seismic characteristics of the Newport-Inglewood Fault zone.

In addition to being associated with petroleum resources and earthquake hazards, the Newport-Inglewood Fault Zone has a profound., and generally beneficial, effect on

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ground water conditions in the Los Angeles coastal plain. Cementation and shearing along the fault has rendered over half the total length of the fault zone relatively impervious to the flow of water creating a ground water barrier that caused flowing wells in the past and bas limited the subsurface incursion of seawater (Poland, 1956, 1959; Dept. of Water Res., 1961·1. According to Poland (1959, p. 131) the Seal Beach Fault in the vicinity of the site is only partially effective as a barrier to the flow of groundwater with head differentials of fifteen feet at shallow depth leading to significant flow across the fault •

C. Local Geologic Conditions

Strata encountered in Trenches la through ld are tentatively classified as belonging to the Upper Pleistocene Unnamed deposits of Poland Cl956J. These deposits consist of a heterogenous group of terrace deposits, and lagoonal, estuarine and littoral marine deposits, estimated to be approximately 20 to 40 feet thick in the vicinity of the site (Poland, 1956, Plate 3 and Table 5 -Wells 5/l2-l3Dl and 512-l3D2. Clayey. sand deposits encountered in ali the trenches are lagoonal in origin and may be of Recent age. Fill composed of medium brown

sand with some construction debris was present to depths of l to 3 feet, thickening westward, across the site. Below the fill, a l foot thick dark brown porous sandy clay topsoil caps the natural ground.

Stratification in the deposits observed through ld was generally well developed.

in Trenches la Lithologic con-

tacts and buried ca:bonate-rich horizons however,

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generally provided good confidence in determining both lithologic continuity and structural displacements. Lithologies at greater depth beneath the site _consist of Lower Pleistocene though Miocene Formations.

o. Faults

The nearest. known trace of the Newport-Inglewood Fault Zone, The Seal Beach Fault, is mapped as occurring near the westernmost point of the property at the intersection of Bellflower Boulevard and COlorado Street. The mapped trend is N40W and the overall zone is generally trending N25W - N40W. Fault-related features were obseryed on the ,_ -)lestern oortigp pf trsnsh J s b11t ;a ra11lting was obser,!ed in any of the trenches.

E. Groundwater

Free groundwater was observed in all the borings at elevations of 3 to 5 feet below sea level. These levels range from 22 to 30 feet below ground surface and probably • represent fresh water ponded northeast of the Seal Beach Fault.

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SEISMICITY

A. Regional Seismicity

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The site is located in the seismically active southern California region. The Seal Beach Fault, an active fault on or adjacent to the site makes the hazard of surface fault rupture a poss·ibility west of the mapped setback boundary.·

Seismic hazards within the site can be attr.ibuted to ground shaking resulting from events on active faults in the region.

Figure 2 shows the geographic relationship of these faults to the site.

B. Earthquake Effects

1. Earthguake Accelerations

We have analyzed the possible earthquake accelerations at the site and determined that, for the intended use, the IDOSt significant event would be a 6.5 Magnitude earthquake occurring on the Newport-Inglewood Zone. The accelerations produced at the site by such an event would equal or exc.eed in intensity and duration those .of events on any other "known fault. Seismic parameters for major, regionally active faults are summarized on Table l.

A Magnitude 6.5 earthquake occurring on the NewportInglewood Fault Zone could produce a peak acceleration of 0.60g to 0.75q at the site, (Seed, Murarka Lysmer and Idriss, 1975>, with the duration of strong 1110tion shaking (greater than .059) exceeding 19 seconds (Bolt, 1973>. Peak acceleration is not, however, always representative

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of the accelera.tions for which structures are actually

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FAULTS

Ne~port-Inglewood Whittier-Elsinore Santa Konica San Jacinto San Andreee San Fernando

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DISTANCE FROM SITE (HILES)

In-a it e Vicinity 15 ti 24 N 59 NE 50 NE 39 NW

-TABLE I

SEISKICITY FOR MAJOR FAULTS

MAXIMUM ESTIMATED PROBABLE PEAK BEDROCK

EARTHQUAKE ACCE LE RATION I

6.5 o. 60g - o. 75g 7.0 0.18g 6.5 O. IOg 7.5 O. !Og 8.2 O. Ilg 6.5 0.07g

I. Schnabel end Seed (1973) & Seed, Murarka, Lysmer and Idriss (1975) 2. Ploea1el & Slosson (1974) 3. Seismic Design for Nuclear Power Plants, 1970

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REPEATABLE ESTIMATED HICH GROUND MODIFIED MERCALLI ACCE LE RA Tl ON 2 ltlTENS ITY 3

o. 40g - o. 50~ IX O. I 2g VII O. !Og VII O. !Og VII '0.13g VII 0.07g VI

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fatt 'N1rnnil · •ilhi wtoa ffJPhtrt dul'i11q °" historic D'ttk;uint, OI' _.lti. IM'l'lllloiC foyll Uiltp.

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LOM Oevelopmen t, Inc. , April 29, 1985

Job No: 2677-00 Log No: 5-6637 Page 13

designed CPloessel and Slosson, l974l. Repeatable high ground accelerations are estimated to be on the order of 0.40g to 0.50g. Design of structures should' comply with the requirements of the governing jurisdictions and stan.dard practices of the Structural Engineers Associates of California.

Historic earthquake epicenters (exceeding 6 on the Richter Scale of Magnitude) within a 65-mile radius of

this project a+e listed below:

APPROXIMATE RICHTER DISTANCE OF SITE

~ MAGNITUDE TO EPICENTER FAULT

7/23/1923 6.3 58 Mires E San Jacinto 3/11/1933 6.3 17 Miles SE Newport -

Inglewood 2/9/1971 6.5 50 Miles NW San Fernando

Additionally, the great 1857 earthquake of estimated Richter Magnitude 8.2+ occurred on the San Andreas Fault and resulted in surface fault rupture extending from near the San Benito/Monterey county Line to the vicinity of Wrightwood in San Bernardno COunty •

2. Liquefaction

Soils most susceptible to liquefaction during earthquakes are saturated, loose, fine grained sands. The sands underlying the site are fine to coarse grained and saturated; however, they are not loose but rather are medium dense. Under more favorable seismic conditions, the density of 'on-site soils would reduce the liquefaction poter..t.ial. However, the near proximity of the site

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LOH Development, Inc., April 29, 1985


2677-00 5-6637

to the Newport-Inglewood Fault Zone is enough to raise ) this level in localiied areas if groundwaters were to

rise within 10 feet of existing grade.

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3. Settlement

Densification of the underlying soils due to liquefaction and consequent surface settlement is considered a possibility if a aiajor seismic event occurs.

4 •. Ground Lurching

Ground lurching is the deformation of the ground surface due to loss of strength of the underlying soils. Because of the potential for liquefaction, there exists a corresponding potential for ground lurching. Factors minimiiing the potential for ground lurching, however, include the blanketing effect of the silty and clayey layers which overlie the sand and the additional confinement of the sand due to probable placement of layers of compacted fill. Accordingly, we believe the potential for grou.nd lurching is relatively low .•

5. Shallow Grolmd Cracking •

Cracking of the ground due to shaking from distant events is not considered a significant haiard, although it is a possibility at any site.

6. Tsunamis <Tidal wavel

Tsunamis are a potential factor on this site. The lower part of this site lies in zone 2 Clow possibility of occurrence) of a tsunami risk' map lHouston and.Garcia 19781., where wave runu.p may range .from 5 to !.S feet.

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7. Shallow Ground Rupture

Ground rupture due to active faulting is considered a potential hazard to the extreme west end of the site due to the possible presence of the active Seal Beach Fault nearby. Accordingly, a setback zone has been established on the Geotechnical Map, Plate 3, within which manently occupied buildings should be placed.

no per·This zone

is based on a 50 foot setback to the east from the liquefaction fracture noted in trench le and the boundary does not infringe on proposed building footprints.

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Page 16

aJNCLUSIONS AND REaJMMENDA'l'IONS

A. General

Based on our investigation, it is our opinion that the proposed construction is_ feasible from a soils engineering and geologic standpoint. Our investigation indicates, however, that the on-site near surface soils are generally weak and compressible, and are not suitable in their present state for the direct support of proposed building foundations, floor slabs and pavements. It is recommended that foundations, floor slabs and pavements be supported on a ~one of properly compacted fill. Recommendations for site grading and foundation design are given in the following sections of this report and assume that the structure will be placed on grades corresponding approximately to existing grades. The grading and foundation plans should take into account the appropriate soils engineering features of the site. In addition, a building setback zone has been established Csee Plate ll restricting full-time occupancy structures from the extJ:.eme wes.t end of the site to. -ave-id hazard-- of faulting and fault-related ground 1110tions •

•

B. Site Grading

l. Site Clearing

The site should be cleared of all existing fill, vegetation, debris, organic matter and any buried obstructions. Depressions resulting from the removal of unsuitable materials, which may extend below finished site grades, should be backfilled with compacted fill. The cleared and stripped mater iii.l.s. should be remo•red from the site.

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2677-00 5-6637

Facilities such as cesspools, underground storage tanks, septic tanks and/or abandoned wells may exist at the site, although none were observed during this investigation. Septic tanks should be removed in their entirety .• Wells should be plugged, capped, and abandoned in accordance with current governmental requirements. Cesspools or seepage pits should be pumped of their contents and either removed in their entirety or properly backfilled and the upper portion removed to a depth of at least four feet below the bottoms of adjacent footings. Underground storage tanks and buried existing utilities should be completely removed from proposed building areas. Depressions resulting from the removal of buried obstructions should be backfilled with properly compacted material.

2. Preparation of Existing Soils

We recomPlend that the existing near surface compressible. soils be removed and replaced as properly compacted material within the proposed building areas and to at least 5 feet beyond the .building line. In areas where the depths 9f removal e~ceed S feet~ the overexcavation should extend laterally a distance equal to the depth of ren:>val. Depths of r8Qlval are anticipated to be on the order of s to 8 feet below existing site grades. . ·a. -•inimuin of 3 feet of compacted material should be _pri>--- --...........-- ·. -~.- ~ ~,- .. ·-~--- ·- -· .. ·~··- ·~ . ··-- - - .- -vided .under the foundation• and floor slabs. Locali~ed

1+·:··

areas of unsuitable materials may be encountered during

grading at depths greater than. S ta 8 feet below existing grades. Deeper remov.als may be necessary. Exploratory trenches for the fault &tudy were backfilled bu.t should be overexcavated and properly backfilled

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Job No: 2677-00 Log No: 5-6637 Page 18

during grading. Actual depth of removals should extend to relatively competent natural ground and should be

determined in the field during grading. The on-site materials should be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM method: D 1557-78. Due to the potential for over optimum moisture.conditions, the placement of a l foot thick rock blanket may be necessary to provide a stable base against which to compact fill. If subgrade is not over optimum, then prior to placing fill, the exposed subgrade soils should be scarified to a depth.of 6 to 8 inches, brought to near optimum moisture conditions and compacted to at least 90 percent relative compaction.

3. Compacted Fill

Fill soils should be brought to near optimum moisture conditions and compacted in 6- to 8-inch thick layers to a minimum of 90 percent of the maximum density based upon ASTM Laboratory Test Designation D 1557-78.

4. Import Fill Material

Any soils imported to the site for use as fill or subgrade materials should be predominantly granular, have an Expansion Index less _than 30, and be approved by the Soils Engineer prior to importing. Laboratory testing required for approval of import sources may require 24 to 48 hours. The Soiis Engineer should be notified of import locations a minimumDf two C2> working days prior to proposed use.

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S. Temporary Excavations and Dewatering

Temporary construction excavations extending to a depth of S feet may be inade vertically without shoring. For deeper cuts to a depth of 10 feet, slopes should not be made steeper than 1:1 Chorizontal:vertical). Excavations extending below the water table may req.uire dewatering and shouid be sloped no steeper than li:l or properly shored. Where there is insufficient space for sloped excavations, shoring should be used. All excavations and shoring systems should meet the minimum requirements given in Article 6 of the State of California Safety and Health Standards.

Excavations of the on-site soil~ may be accomplished with conventional excavation equipment. It should be understood that wet and unstable subgrade soil conditions may be encountered in excavations extending within close 'proximi.ty to the groundwater table.

6. Observation of Grading

Grading should be performed under the observation and testing by the Soils Engineer.

C. Foundation and Slab Recommendations

l. General

our investigation indicates that the exis~ing surface soils exhibit a low to moderate expansion-potential. The recommendations given below for the desiqn of footings and slabs are based in part on the expansion potential of the soils presently at the site, and they

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2677-00 5-6637

should be confirmed by expansion testing at the completion of rough grading.

Our recommendations are considered generally consistent with the Standards of Practice. The potential for favorable foundation performance can be further enhanced by maintaining uniform moisture conditions during and after construction.

The footing configurations and reinforcement recommendations herein should not be considered to preclude more restrictive criteria by the governing agencies or by structural considerations. A Structural Engineer should evaluate configurations and reinforcement requirements for structural loadings, shrinkage and temperature stresses.

2. Foundations

3.

Spread footings and/or continuous footings established on a zone of properly compacted fill prepared as recommended under •site Grading• may be .us.ed. to prol.Lide support for the proposed structures. Foundations should be at least 18-inches wide"and should be founded a minimwn of 18-inches below the lowest adjacent proposed subgrade.

Allowable Bearing Pressure for Footings

Footings may be designed for an allowable dead-plus-live load ,bear·inq pre.ssure of 2500 pounds;ipet square foot for ---=--.::..-------- -------· -·- -asouted,;.4iJF.ead footings.: rand_ 2000 pounds p~s-™_r_e __ .foot for_c;:ontinuous, which may be increased one-third for

:~ .~••·- --- •r• ~ ---~

short-term wind or seismic loads. Where the footing i·s located adjacent to utility trenches or retaining walls,

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Job No: 2677-00 Log No: 5-6637 Page 21

the footing should extend below a one-to-one plane projected upward from the inside bottom corner of the trench or base of wall.

4. Expected Settlement

For footings supported on the recommended zone of properly compacted fill and sized for the recommended bearing pressure, total and differential settlements are not expected to exceed one inch and one-half inch, respectively.

5. Footing Observations

All footing excavations should be observed and approved by the Soils Engineer prior to plaein.g reinforcing steel and

concrete.

6. Slabs

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Concrete floor slabs should be supported on a properly compacted subgrade prepared as recommended under •site Grading• and designed for the anticipated floor loads.

The slabs should be underlain by e. minimum of 24-inches of imported' non-expansive CExpansion Index <30) material. In moisture-sensitive areas, the slab should be underlain by a minimum 6-mil polyethylene moisture

barrier with '2-inches of sand placed between the slab and the moisture membrane. For elastic design a subgrade modulus of 200 psi/in may be used for slab

design.

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2677-00 5-66 3 7

Lateral loads against buildings may be resisted by friction between the bottom of footings and the supporting soils. An allowable friction coefficient of 0.30 is recommended. Alternatively, an allowable lateral bearing pressure equal to an equivalent fluid weight of 200 pounds per cubic foot acting against the footings may be used, provided the footings are poured tight against undisturbed soils. A maximum passive pressure of 1500 psf/ft is recommended.

D. Type of Cement for Construction

Based on sulfate testing of samples, of representative on

site soils, ordinary Type I or Type II Portland Cement may be used in the construction of concrete structures in contact with the subgrade soils. This should be confirmed by additional sulfate testing performed at the conclusion of grading.

E. Drainage

To enhance future site performance, it :is recommended that all pad drainage and runoff from roof drains be collected and directed away from the proposed structure to disposal areas. For soil areas, we recommend that a minimum of two percent gradient away from footings be maintained. It is important that drainage be directed away from foundations and that reco111111ended drainage patterns be established at the time of fine-grading and maintained throughout the life of the stru·ctures. It should be understood that alterinq drainage patterns, landscaping, planters, and other improvements, as well as irrigation and variations in seasonal

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2677-00 5-6637

rainfall, all affect subsurface moisture conditions, which in turn affect structural· performance.

F. Trench and Wall Backfill

It is our opinion that utility trench and/or wall backfill consisting of the on-site-material types could be best placed by mechanical compaction to a minimwn of 90 percent of the lat:oratory maximum density.

Exterior trenches extending below a l :1 (horizontal :vertical) projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density.

If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, we 1o10uld recommend the utilization of light-weight mechanical equipment and/or shading of the conduit with clean granular material, which could be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures.. Other methods of utility trench compaction may also be appropriate as approved by the soils Engineer at the' time of construction. All trench and wall backfill should be performed under the observation testing by the Soils Engineer.

G. Retaining Walls

Retaining walls should be designed in accordance with the following recommendations:

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Equivalent Active SOIL Fluid Pressure <pcfl TYPE (Unrestrained Walls>

Level Backfill Backfill Slooino( 2:1)

On-Site Cohesive. Soils 60 65


2677-00 5-6637

Equivalent At-Rest Fluid Pressure Cpcf l

<Restrained Walls) Level Backfill

aackfill Slo~in<>C2:ll

70 75

If select import is to provided upon request. should be designed for

be used, design parameters may be Walls subject to surcharge loads

an additional uniform lateral pressure equal to one-half the anticipated surcharge pressure in the case of restrained walls o:r one-third the surcharge pressure for unrestrained walls. The wall backfill should be adequately drained to :relieve any hydrostatic pressures. Footings should be designed in accordance· with the previous foundation recommendations. For sliding friction and passive p:ressuresJ :refer to subsection C.4.

H. Paved Areas

Areas to be paved with asphaltic concrete should be stripped of vegetation, scarified and moistened to near optimum conditions and o::impacted to at least.''90 percent relative com

paction in the '1iii:n'imum top 24 .inches below finished subqrade. All base course materials should be compacted to 95 percent.

The following preliminary 'pavement sections are reo::immended based on an R-Value of 5. The sections should be continued by additional R-Value testing at the conclusion of grading.

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Automobile 3-inches of asphaltic concrete over Parking · .7-inches of untreated Class II ag9re-(T. I. • 4. 0) gate base

Truck Loading & 3-inches of asphaltic concrete over Unloading Circu- 14-inches of untreated Class II aggre-lation Driveways gate base (T. I. .. 6 .o)

I. Fault Setback zone

A building setback has been established with an east boundary SO feet east of the liquefaction fracture depicted on the 109 of trench le. The boundary parallels the fracture trend and is considered applicable for this site only. Other adjacent sites should have setbacks determined on independent studies particularly since this is a fault

related feature and not a fault. No structures for human occupancy should be placed in the setback zone which is essentially the west tip of the property, as shown on Plate 1. The current building plans do not infringe on this zone.

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LIMITATION OF INVESTIGATION


2677-00 5-6637

Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is' made as to the conclusions and professional advice included in this report.

The samples taken and used for testing and the observations made are believed representative of the entire project; however, soils and geologic conditions can vary significantly between borings, test pits and surface outcrops.

As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist and designs adjusted as required or alternate designs recommended.

This opportunity to be of service is appreciated. If you have any questions, please call.

•

Very truly yours,

IRVINE SOILS ENGINEERING, INC.

91"enn1l.~!' 'ii. C.~ 10497 Manager of Engineer~~~ $~

r. john B. Foster·, C.E .G. 1134 Project.Geologist

DVL:JBF1GFS:bd

~S~y, C.£.G. 9 Principal Geologist

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Job No: 2677-00 Log No: 5-6637 Page 27

Attachments:

Distribution:

Location Map, Figure l Regional Fault Map, Figure 2 Appendix A, References Appendix B, Definition of Terms, Figure Bl Appendix B, Logs of Borings, Figures B2- BlO Appendix C, Laboratory Test Results,

Figures Cl - Cl2 Appendix o, Report From Soils and Plant

Laboratory, Inc.

(6) Addressee

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APPENDIX A

REFERENCES

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APPENDIX A

REFERENCES

l. Atwater, T., 1970, Implications of Plate Tectonics for the Cenozoic Evolution of Western North America: Bulletin of the Geological Socity of America, v.81, p. 3513-3536, Boulder, COlorado;

2. Barrows, A.G., 1974, A Review of the Geology and Earthquake History of the Newport-Inglewood Structural zone, Southern California, California Division of Mines and Geology Special Report, 114;

3. Bolt, B.A., 1973, Duration of Strong Ground Motion: Proc. Fifth World conference on Earthquake Engineering," Paper No. 29 2, Rome;

4. Bowes, G.H., 1943, Seal Beach oil field in Geologic formations and economic development of the oil and gas fields of California: California Division of Mines Bull. 118, p. 325-328;

5. Department of Water Resources, State of California, 1961, Planned Utilization of the Ground Water Basins of the coastal Plain of Los Angeles County, Appendix A, Ground Water Geology, Bulletin No. 104, Sacramento, California;

6. Guptil, P.O. and Heath, E.G., July, 1981, Surface -Paulting Along the Newport-Inglewood Zone of Deformation, in California Geology: Vvl. 34, No. 7J

7. Houston, J.R. and Garcia, A.W., 1978, Type 16 Flood Insurance Study: Tsunami Predictions for the West Coast of the continental United States: Technical Report

8.

H-78-26, o.s. Army Engineer Waterways ~xperilllent Station, CE, Vicksburg, Miss.

Medall, Aragon, Worswick & Associates, tnc., December 14, 1981, Revision to Report on •Evaluation of Surface Fauling Potential," Hellman Estate Property, SEal Beach, California, report prepared for Ponderosa Homes, Project No: ·sl753C;

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REFERENCES, continued

9. Ploessel, M.R., Slosson, J.E., 1974, Repeatable High Ground Accelerations From Earthquakes, California Geology, dated September 1974:

10. Poland, J.P. and Piper, A.M.; 1956, Ground-water Geology of the Coastal Zone Long Beach - Santa Ana Area, California: U.S. Geological Survey Water - Supply Paper 1109.

ll. Poland, J.P., 1959, Hydrology of the Long Beach - Santa Ana Area, California: U.S. Geological Survey Water - Supply Paper 1471.

12. Randell, D.R. and other, 1983, Geology of the City of Long Beach, California, United States of America: Bull. Assoc. Eng. Geologists, v. 20, No. l p. 13-94

13. Reardon, J.B., 1981, Depositional environments of Anaheim Bay Salt Marsh, Seal Beach, California: California State University, Long Beach, unpublished M.S. Thesis, 223p.

14. Schnabel, P.B. and Seed, H.B., 1972, Accelerations in Rock Por Earthquakes In the Western United States: Earthquake Engineering Research Center, Report No. EERC72-2, Berkeley, California;

15. Seed, H.B. and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction during Earthquakes: Earthquake Engineering Research Institute, Berkeley, California, 134 p.;

16. Seed, H.B., Murarka, R., Lysmer, J., and Idriss, I.M., 1975, Relationships between ma~imum acceleration, maximum velocity, distance from source and local site conditions for DDderately strong earthquakes: Earthquake Engineering Research Center Report No. 75-17;

17. Seed, H.B., Idriss, I.M. and Arargo, I., 1983, Evaluation of Liquefaction Potential using Field Performance Data, Journal of the Geotechnical Engineering Division, American Socity of Civil Engineers, Volume 109, No. GTR3, March 1983, PP 458-482;

18. State of California Special Studies Zone Maps, Los Alamitos and Seal Beach Quadrangles. · ·

19. J.B. Wiggins Company, 1971, Earthquake Safety in the City of Long Beach based on the concept of •Balanced Risk TM•: J.H. Wiggins COmpany, 43 p. l·

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REFERENCES, Continued

20. Woodring, W.P., Geology and California: 207 ~

Bramlette, M.N. and Kew, w.s.w., 1946, Paleontology of Palos Verdes Bills, o.s. Geological Survey Professional Paper

21. Yerkes, R.F., Mcculloh, T.B., Schoellhamer, J.E., and Vedder, J.G., 1965, Geology of the Los Angeles Basin California -An Introduction: U.S. Geological Survey Professional Paper 420-A.

22. Ziony, J.I., Wentworth, C.M., Buchanan-Banks, J.M. Wagner, B. c., 1974, Preliminary Map Showing Recency of Faulting in Coastal southern California: 0 .S •. Geologic Survey Miscellaneous Field Investigations Map MF-585.

1\ERIAL PHOTOGRAPHS

Flight Frame Date Source Scale

Teledyne C-300-M 190,191 1928 Geotronics l• .. 1500'

Teledyne 11351-J-14-7 40,41 6/17/47 Geotronics l• ... 2000'

Teledyne 250V 110,lll 2/10/65 Geotronics 1. -2000'

• Teledyne

7600-2 4,5 3/22/76 Geotronics l• .. 2000'

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APPENDIX B

LOGS OF B:>RINGS

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DEFINITION OF TERMS

PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS

-' GRAVELS U> ::! MORE THAN

CLEAN GRAVELS

(LESS THAN 5'11o FINES) 5 ~ ~ HALF OF :~·:~:

u:i < . COARSE

Gp Poorly graded graveta or grawet-•lll'ld m1111urea, llllle or no llnea. · ,

I :Ii 0 FRACTION IS f GM SUty granla, graval-8anct-sil1 mlxluraa, 110....,.laalle

Q.., z 111 GRAVEL I. llnaa. . Wz o z !::! LARG EA TH AN WITH F INES ~"~t:;;;::tc;f.;;;;-a;;;;.;;:-;;;;;:;;;;;:;i,;;";i,m;;;.;:-;;;;;.;;~-'i~

No ~ SIEVE I". GC Clayey gravala, graval-aaNj-alay m1111urea, plaallc - ... < lfO • ~ / 1J llnaL ~~~~1-----------1---::C~L~E~A':'-::N,...-f-~.'i!----+:=~;;_------------------------------------' d ;i; a: 111 SANDS ,sANDS ee~• SW Wall graded aanda, gravelly aanda, llttla "'"° llnaL

SP Poorly gr.- -a or gravelly aanda, lltUa .or no fine"'

l SM Silty aanda, aand-allt mlxtur ... non-plaallc llnaa. I

w ~ :l: co MORI! THAN (LESS THAN • • (I) ;i; a: HALF OF 5'11o FINES) • • a: 1- :I COARSE < 111 Oil FRACTION IS 0 a: - SMALLER THAN (,)~

- NO. " SIEVE

SANDS WITH FINES r'l. / •

SC Clayey aanda, aand-clay mll!turaa, plaatlc flnaa,

(I) Ill _. u.. Cl: !!:! -0111<0 0 ... SILTS AND CLAYS

LIQUID LIMIT IS LESS THAN 50'11o

ML Inorganic allta and vary fine aanda, rock flour. allty orl clayey fin• aanda or Clayey allla wllh allQht plaatlclly •.

II) ...... Ill ... < >

o<~!!! '///1 CL Inorganic claya ol low to medium plaatlclty, gravally

claye, .....,Y 11laya, taan claya.

w ;i; Oil "' OL Organic •llta and organic allty clay• of tow plaallclty.

ZZlfOOt-----------------------++''+i+----+-----------------------------------------< ~: 2 M H tno~ania allta. mlcaceoua or dlatomaoaoua· fin• aanCly !'!; '"::! o SIL TS AND CLAYS or •illy aolla, a1aa11c ailtL -111a:z // W a:~ Z LIQUID LIMIT IS / /,, CH Inorganic claya Of high plaatlclty, tat claya. z 0 < < GREATER THAN 50'11o - :Ii :;; ;i; 111

1111/1, 0 H Organic clay• of medium to high plaallcity, organic

~ t- Wh~ ~L

HIGHLY ORGANIC SOILS Pt Paat •nd o.lhar highly organic aolla.

GRAIN SIZES

SILTS AND CLAYS---...... --'S_A_N....;D-..,.--_____ G;,,,.R_A_V_E""'L""---1 COBBLES BQULDERS FINE I MEDIUM I COARSE FINE I COARSE

200 •o 10 " 31•' 3• 12" U.S. STANDARD S'ERIES SIEVE CLEAR SQUARE SIEVE OPENINGS

RELATIVE Of;NSITY CONSISTENCY

SANDS, GRAVELS AND * NON-PLASTIC SILTS BLOWS/FOOT

CLAYS AND ** * PLASTIC SIL TS STRENGTH BLOWS/FOOT

VERY LOOSE LOOSE.

MEDIUM DENSE DENSE

VERY DENSE

o-• " - 10

10 - 30 30 - 50

OVER 50

VERY SOFT so" FIRM STIFF

VERY STIFF HARD

o- ,, .. 1/4 - 112 1/2 - 1

1 - 2

2 - " OVER"

0-2

2 - " ·-· 8 -18 18 - 32

OVER 32

*NUMBER OF SLOWS OF 1•0 POUND HAMMER FALLING 30-INCHl!S TO DRIVE A 2-INCH 0..0. (1-318-INCH I.DJ SPLIT SPOON (ASTM 0-1588).

**UNCONFINED COMPRESSIVE STRENGTH IN TONS/SQ. "·AS DETERMINl!ll BY .LABORATORY . TESTING OR APPROXIMATED BY THE l!TANCIARD PENETR<\TION TEST lA3TM D-11188), PC1CKET PENETRCIMl!TER, TORVANE. 0111 VISUAL OBSERVATION

KEY TO LOGS ., .

JOB NO.: FIGURE: 2877-00 APRIL 1985 B-1

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. IRVll~E SOILS ENGINEERING, INC •

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DATE OBSl!llVED: 3/28/85 METHOD OF DlllLLINO• 18 11 Buckat. Au~er ~600 to 25; 1600 to 4•. ~. flOQ -so

LOGGED BY: JI!!' GROUND ELEVATION: 22' LOCATION: See Plot Plan

"' 0 Ill ).~ ): 0 ,_ -

~ 0 Ill .... ..... a:<.> BORING NO. l Ill 0 "'Ill

... a:; g.._

Ill a: .... :Ii w-... <.> ... :;;) ... c i:!z - - ;;; <.>).

SOIL TEST :: ... 1-:f "' "'Ill c!: ii ;t !!!c _,_ ,_ :.: Oz ....... ... "' 0 gco .... :::i:o 11.z DESCRIPTION Ill c .... z :;;)

Cl rl "' :;;) "' <.> zw -Cl

"-0 CL NATURAL GROUND: . ~ Gray green and ora.nge sandy CLAY, NOISTURE DENS IT'/ ush 21.3 97 . soft, slightly damp, porous with . roots

. 5- P-& t"V' 15.8 104 MOISTURE OENSIT'/ . SP l - NATURAL GROUND (Terrac:e Deposit): . . Gray green brown medi11111 SAND, loose, . damp, SOllle root,. .

10-s .,.. ...,,,.

6.7 109 MOISTURE DENS IT'/ . .

ML Blue gray SILT, damp , massive, soft, . 16- -- fria.bl.e

. 2 ~ 3 32.l 92 MOISTURE OENSIT'/

. Medi.,.... gray to brown c:oarse SAND

. 120- . .

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.

. 215- . . .

.

. TO'l'AL DEPTH 28 '

30- Groundwatar f! 26' Heavy c:aving @ 26' .

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. •40-.108 NC.: 2677-oo I LOG OF BORING . !FIGURE: B-2

IRVIHE SOILS ENGINEERING, INC.

DATE OBSERVED: 3-28-85 METHOD OF DRILLING- 18" Bucket Auger I

2600 to 2Si 1600 to 45; SQQ - ~c I

LOGGED BY: JHF GROUND ELEVATION: 17' LOCATION: See Plot Plan I

z Cl Ill >-ri: I - 2 I- -I- 0 Ill .... Ill~ ccu BORING NO. 2 I Ill ~ 0 "'"' ... Cl<>. ' .. :lE cc I-... !:? ... CC...1 ::>z .. ;: - ... ::><>. c

SOIL TEST ::c !!:: ... 1-:iE ... :;; Ill <.>I-~ !!c -1- c_

I- ... ¥ Oz ....... ... .. 0 Qfll .... "-z ' Ill c .... z :;I :l!O

Ziii DESCRIPTION

Q .... ID :;I ID u Cl -Cl

.... o FILL'

- SW MOISTURE DENStT! MediWll brown SAND with cobbl<1s, SIEVE

x x 13.l 100 loose. dry ATTERSERG LIMITS - CH SULFATE (pt NATURAL GROIDlO: - Black organic silty c:tJ>.Y (peat), MAXIMUM DENSIT!/

- x slightly damp, porous with roots, OPTIMUM MOISTURE CL p some carbonate DIRECT SHEAR .

10 ~ 15.4 97 ~s· Gray green and orange sandy CLAY, R-VALUE . l sot't, sli!;l:htl:t' diUll2• porous with root! MOISTURE DENSIT! SM Gray green to gr'ly ora.nge SAND, loose CONSOLIDATION - MAXIMUM DENSITY/

10-~

$lightly damp OPTIMUM MOISTURE

. s 2.S 99 l!OISTURE DJ:?ISI'l'Y .

.

. 15-

@16' Orange stained coarse SANO -• SP @18' Gray green and gray orange fine

to medium SAND as above . SM -SP 3 NII Medium gray COU$e SAND and GRAVEL - with siltstone cla,.ts, $&turated, MOIS'l'Ui!.£ DEWSI'l'Y ~6 x x "' " 1nA

2 mediWll dense, petroleu:n odor from . saturated sample and oily appearance . to water

215- . TOTAL DEI>Tli 22' . Groundwater Ii 22. - Caving @ 22' .

. ao-

.

.

.

. 31-

• . . . ---

"J .IOll NO.: 2e77-oo I LOG OF BORING • !FIGURE: B-3 ..

IRYINE SOILS ENGINEERING, INC.

I I I -I

_.

,_

DATE OBSERVED: 31'.261'.85 METHOD OF DRILLING: l 6" fh~Cl!:~t 2in~e c 2600 to 251 1600 to 451 900 - :iQ

LOGGED BV: JHF GROUND ELEVATION: 18'i' LOCATIO"I: See Plot Pla.n z

Q Ill >ii: i: 0 .. .. Ill s 0 Ill ...

Ill "' a;u BORING NO. 3 0 111111 ... a: ... o ... IU ::i: .... u ... a: ... :::. .. ... ... ...

!!;; ... :::. ... <( ...z u> SOIL TliST :z: Ill >-::i: Ill ...... <( .. ~ !!!<

_,_ .. Ill ,. Oz ... ... ... Ill Q 0111 ... :lo o..z DESCRIPTION IU <( ... z :::. ZIU Q ~ Ill :::. .. u -o

.... 0 FILL: SW lUlISTURE DENSITY .

P-4 Medium brown SAND CONSOL.IDA'l'ION . CH 2 .......... 12.2 103 TOPSOIL: EJG'AllSION

CL lla.rk brown sandy CLAY, di:y soft, . porous with roots, sticky CH

6-~ NA'l'URAL GROUND: . l 15.4 106 Gray green and gray orange sandy CLAY, MOISTURE DENSITY

CONSOLIDATION - . dry. soft, porous with roots @6' carbonate pads (Class III) for

- 4-6" thickness only

10- Gray green and gray orange medium 4 :;:..., ,.;><;.. 2.0 99 SAND, damp, dense, some gravel MOISTURE DEtlSITY .

. --,,_

SW . . . @18' Becomes more coarse and stained

orange . @20' Siltw:ated

20- @21' Very CoaJ;Se, medium brown . -. @23' Gray to blue gray SILT - l'.8 "-6 21,S 93 @24-' Coarse-SAND and gravel MOISTURE DENSITY - ........

2 25

- . 'l'O'l'AL DEPTH• 25'

- Groundwater @ 21' . Heavy caving @ 21•

. 30- .

.

.

.

. 35~

. -.

.

. 40•

JOB NO.: 2677-oo I _ LOG OF BORING fflGURE: B-4 IAYINE SOILS ENGINEERING, INC.

·' ' '

. I

I.

. \ ' '

. ' I

'•

'

DATE OBSERVED: ~~Wl'.85 METHOD OF DRILLING: 18" §s.i~t.~t ~s.ir.:.:; 2600 to 25' 1600 to 45, aoo - so

LOGGED BY: JHF GROUND ELEVATION: 17' LOCATION: S$e Plot Plan

\:: ~ ... 0 Ill - ,..~

~ 0 Ill ..; ... - a:u BORING NO. 4 Ill 0 "'Ill ... tr.- Qa.. Ill :l ... u ... a:..; :::i>- ... -- ~ ... ::>a.. c ... z u>- SOIL TEST = "' >-:l "' "'Ill c= ... "' ;i;; !:?c "

_.,. ,.,.,, ... "' Q QCI ..; Oz a..z DESCRIPTION Ill c ..; z :::> ::lo zlll Q ~ .. :::> Ill u -o -o SW

~· - Mediwn brown SANO

2 "5< MOISTURE DENSITY CH 16.0 73 TOPSOIL: EXPAl'ISION. CL . Dark brown sandy CLAY, firm, dry

porous with roots 5- rx NATURAL GROUND: 1 13 .1 100 MOISTUR.& DENSITY

SC Gray green and gray orange sandy AtTERBERG LIMITS . CLAY, soft to firm, dry to d.;ofllp,

- porous with roots

- BecOlll8s mediwn brown clayey SANO, 10-

:8: dense to mediwn dense 3 3.2 101 MOISTURE DEtlSIT'l -

.

.

-15-

t8 4 4.7 100 MOISTURE DENSITY . . . SW li!lS' Becomes more coarse grained, . some gn.vel

20-

. I

. TOTAL DEPTH 22'

. Groundwater Ii! 21'

25- Heavy caving

• . --- ('"' . .

30-. . . .

35-. .

'

.

. "

.a-JOB NO.: 2e77-oo I LOG OF BORING -fFIGURE: e-s


.. DATE OBSERVED: 3/28/85 METHOD OF DRILLING: 18 11 :iucket Au9er

2600 to 2Si 1600 to 4~; ~cc - :Hl LOGGED av: JHF GROUND ELEVATION: 28' LOCATION: Sae Plot Plan

z Q >-C:: i:: 0 .... Ill ...

Ill ~ 0 Ill ...

Ill "' a:u BORING NO. 5

Q m 111 ... a:- QQ, Ill :::! .... !;! .... er:_. :;:i'"" Ill;: - .... :;:IQ, c .... z SOIL TEST ::e !!: .,

'"":::! ., ., Ill u.._

~ 2< -.. <-.. ., " Oz ... .. ... f/) 0 Q .. ... "'z DESCRIPTION Ill c ... z :;:I ::liO z111 Q rl Ill :;:I Ill u -Q

i-o SW FILI,.; MOISTURE DENSITY

1 ~ 9.5 99 Medium brown SAND SULFATE - Cl! TOPSOIL:

CL Dark brown sandy CLAY, dry, dense, CONSOLIDATION - porous with roots SULFATE IS-

~ NATURAL GROUND: MOISTURE DENSITY 1 19.7 103 - Medium qray brown and qray qreen . . sandy CLAY, moist, soft, porous

-~ @a• Becomes rich in carbonate .

10- ML 1. 5 t9' 28.7 96 Sandy SILT MOISTURE DENSITY - ~ Sandy CLAY CL -

SC . Medium brown clayey SAND, medium

111-dense, damp to moist

-2 ?-.. ,,...._ 10.4 110 MOISTURE PENSITY .

.

20-CL Blue gray and oranqe CLAY, soft,

~ ......... ~ ~ ,:; ,, , ~p MOISTURE DENSITY SW Becomes medium gray and orange - medium SAND -. @24' Becomes medium gray brown

26- 20 z 2.a 105 gravelly coarse SAND, very dense MOISTURE DENSITY . - .

.

. -

r ML l' Blue 9ray SILT

. GP 22 ~ 13.7 114 Blue gray fine GRAVEL, wet, very

- dense, slight odor of hydrocarbon in water

. TOTAL OBPTll 3 3 '

Sli-Groundwater II 31' Heavy caving II 31' .

.

. :

..o-

_] .ioa No.: 2677.-oo I LOG OF BORING !FIGURE: e-e


DATE OBSERVED: 4/4/85 METHOD OF DRILLING: Rotar:i: Wash l4Q lb W~;i.Sb:!; 1 JQ" !il[QJ;!

LOGGED BY: RAT GROUND ELEVATION: :n.s LOCATION: See Plot Plan z

Cl Ill >ti: ;: 2 ~ -Cl Ill ... ..... a:<.> BORING NO. § Ill :: 0 CD 111 ... =;: ClA. Ill a: ... :::E ... !:? ... 111; - o; ;IA. < ;iz

SOIL Tli8T :i: !!: ~:::E CD ~Ill <.>~ 3: !!!< !!! ~ <-~ CD "' Oz ...... ... .., 0 Ofll ... "-z DESCRIPTION Ill < ... z ;> :::iO

z111 0 ~ CD ::. CD <.> -o ~o

-CL ~· Brown silty CLAY, moist, trace of CL medi Ulll sand .

NATU!UIL GROUND: . CL Oliva brown silty CLAY, moist, stiff, I 5- .1... IT trace of fine sand

. .2. Olive gray sandy CLAY, moist, very ATTERBERG LIMITS . 7 stiff, some silt SIEVE

- @7• Blue gray, some medi1a sand, - calcareous streaks

• SW 10 J_ Dark gray to black SAND, moist, 20 SIEVE d-w~- f~D~ to m~~jJiml gtaja

• GP 26 Light brown to gray GRAVEL, moist, . dense, trace of clay

' 15-

16 [I @16-17' Light brown to gray SAND, . 23 slightly moist, no fl.nos SIEVE . 26 .

20-g

[ Blue gray sandy CLAY, lllOist, stiff,

.!IL 3 trace of 1/4" gravel . 4 fll22-23' Gray to blue sand lensa ATTEllBl:RG LIMITS . 7 SIEVE . .

21- 17 I . . . 26 ":;";"

. I SW Gray to black SAND, very lllOist, dense . fine to medi1a gr"in .

I 30- 17

I @JO' Petroleum odor 25 SIEVE . 35 .

GW Brown to gray sandy GRAVEL, very . . moist, trace .of cl<ily

Sii 19 Ll . SP Brown to gray SAND,·very moist, dense, 36 trace of 1/4" cla.y lenses· SIEVE

·)·'. -~L

52 Sluia gray l5ilty CLAY, ir.oist, hard (appro1<. PL) .

" ..a-

J .10111 NO.: 2877-oo I LOG OF BORING lFIGUR!; B-7


l J

DATE OBSERVED: 4/4/85 METHOD OF DRILLING: Rot.ary 11ash 140 lb. weisiht, 30 11 droo

LOGGED BY: RAT GADUND ELEVATION: 20 LOCATION: See Plot Plan z ,_ Q "' >-1: i= 9 0 "' .... ... ~ ICU 6 "' !( 0 m"' 0. Clo. BORING NO. "' ::l IC,_ ... !:? ... IC...1 :::>z 111;: <CONTINUED) - - ::;>o. <

:z: ... ID ,_ ::l ID :;:; ... u .. SOIL TEST i ;i= !2< _,_ <-.. .. Oz -'ID 0. ., 0 QOI .... :lo o.z DESCRIPTION "' < .... z ::;>

z"' Q ;'l ID ::;> ID u -Cl

CL 8 J_ - 22 SIEVE

- SP 26

@42' Sa.ndy, trace of qravel -

•5- 26

IT @45' Gray black SAND, moist, dense - E SIEVE 60 - @47' Brown, silty clay lense to l' . .

GP 36 Gray GRAVEL, very moist, dense, 50- 73 n- poorly graded

- 74 @51' Gravellv sand SIEVE . - TOTAL DEPTH 51. 5'

- No Groundwater

55-No Caving

--.

. -eo- rn . - Standard Penetration Split .

. Sample

. -

•5- . . --.

70-. -. .

78•

-. . -

Oil-

..IOB NO.: 2a11-oo I LOG OF BORING jFIGURE: B-8 IRVINE SOILS ENGINEERING, INC.

.i

DATE OBSERVED: 4/4/85 METHOD OF ORILLINQ: Rotar;i: Wash

. I

~4Q 1h, !:l!!i;:;i.gtJt. JC" :;l-;2~ LOGGED BY: RAT GROUNO ELEVATION: l.5' LOCATION: See Plot Plan

z ,.. I: ;: 0 ... Cl Ill -. ill ~ 0 Ill ... 111111 a:u BORING NO . 7 0 G1111 ... a:;: Clo. ... u ... a: ... ::i ... ... - ... ::.a. <( =>z

:i: ii; Ill ""::E GI :;; Ill u>- SOIL TEST ;:: !!!< _.,. <t: ... GI "' o:i ..... ... Ill 0 Cllll ... ::io a..:i DESCRIPTION Ill < ... z ::. zW Cl ;; GI ::. GI (,) -Cl

'-0 CL - ~· Brown silty CI.AY, moist, stiff, roots,

trac;:e of bric::k 1'ra911U1nt.s • CL

NATURAL GROUND: . Dark brown sil.ty CLAY, moist, fir111 l. 5- [ to stilt, trace of coarse sand., some 2 . root Mirs, orq•mic;: texture . SIEVE

2 • 1116' Blac;:k, some ora.nqe staininq • CL Brownish gray sandy CLAY, moist, . stiff

10-. 3 IT . 5 SIEVE . 6

. 11113' Oranqe brown, trac;:e of c::oarse

I I

· 1

sand

16- SW 6 Gray sil.ty SAND, moist, medium

8 [ dense, trace of cl.ay SIEVE . ll.

CL Bl.ue gray silty CI.AY' moist, stiff, .

. trac;:e of c;:oarse sand

20-2 I ATTERBERG LIMITS - ·3 @21' Sandy SIEVE . 4 . @23' Some qravel to 112•

. 28

16 LL • SW . Brown qray SAND, moist.# dense, fine SIEVE E. to medium grain . 41 . . @29' Gray blue cl.ay lense •

I I :so-

21 IT . 37 SIEVE . 44 @33' Bl.ue qray clay lense

.

. $6-

16 rr . 24 SIEVE· . so lll37' llrown cl.ay lense

CL Blue gn.y sil.ty CLAY, moist, dense, ,. SW some fine sand .• .-o-

J JOB NO.: 2677-00 1. LOG OF BORING !FIGURE: B-9


.. .. DATE OBSERVED: 4/4/85 METHOD OF DRILLING: Rotary Wash

I4o IE weight, 30'1 drop . 1.0GGED BY: RCL/RAT GROUND E!LEYATION; 15 l.OCATION: See Plot Plan

z ... Cl "' >-I&: i: 2 -0 "' ... ... - =u 7 l:l ~ 0 m.., ... =- Cle. BORING NO. ... u ... = ... :Ii :;;) ... ...- (CONTINUED) - ii:: ... ;:IC. < ... z u>-:: "' ... :I "' "'"' c ... SOIL TE8T ... ;;; ;r: ~< "'

_,_ ... ;;; ... "' 0 QIO ... Oz 11.z "' c ... z :;;) :IQ

z"' DESCRIPTION Cl ::! .. :;;) ID u -a

SW 30 _[ SAND, moist, dense, - iQ. Gray blue fine SIEVE to mediwn grain .. - 5 @42' Blue gra;i: cla.;i: lense

@43' Gravelly, coarse sand, .m.oiat,dense . 'II-

SM

IT 36 - so SIEVE . 3 ---

110- E. rr . so SIEVE -::--

. TOTAL DEPTH 51. 5'

- No Groundwater - No C...ving

Ill-. . . .

eo- rn- Standa.rd Penetra.tion Split . Sample .

.

. .

. 811- . .

.

. -.

70-. -.

I . .

711-.

I .

\ . . ~

';'~

.. ! . . .

80-

.J .K>8 NO.: 2877-oo I LOG OF BORING !FIGURE: B-10

IRVINE SOILS ENGIHEERINO. INC.

' ' i

j

l .I

APPENDIX C

LABORATORY TEST RESULTS

'l ~ •

.. 0 ID

z r;: P. .... .... I _o

:ii < i m .. 0 ;=

0

-

-u > ::u -I 0 r m en N m > z > r -< en a;

'" m>-z .,, Cl iS - c ~ :a m nl!' :a I z ...... p z

CLAY SAND Bil T GRAVEL COARSE MEDIUM I FINE

SIEVE BIZES-U.8. STANDARD 114" 4 10 20 40 100 200

' roll--4--t.-l-+-.J-11--H-+-+---l:__~-1-+11-+-i--:~:r-1\~-+---+~H4-1H--+-+--+-~f--~-+H-1-++-t-+--t~---ito

Oi:.----.1-.J-J.-L-l-1L...W...l--t---...1L-----l-J.JL..LJL-l...JL--L---lL---L--1-LJ.JL...l-.l-.l..--L---L-----l-Li..l....l-t---l.--L----''------IO .001 10.0 1.0 0.1

PARTICLE SIZE-MILLIMETERS • 1

60RING NO. DEPTH (FEET) 8 YMSOL LiOUlD LIMIT PLASTICITY INDEX CLASSIFICATION

I --p.__. _________________________________________________________________ . ________________________________________ __,

.,

.. 0 ID

z NO oi '·

"" "" I 0 0

,_

"D > ::0 -I 0 r m en N m > z > r -< (fJ a;

GRAVEL COARSE

10.0

SAND

MEDIUM FINE

SIEVE llZES-U.S. STANDARD 40 100 200

\

1.0

• ..

0.1 PARTICLE S IZ E-M IL LIM ETER 8

BORING NO. DEPTH lFEEn SYMBOL LloUll;> LIMIT PL.ABTICITY INDEX

8 86.0

• 46.0 ---

..

SILT CLAY

·' 1

CLASSlFICATJON

.

.. 0 Ill z

~o ai '· ~

"" I 0 0

'll > IJ -i 0 hi en N m > z > r--< en en

CLAY COARSE MEDIUM FINE

SILT SAND GRAVEL

SIEVE SIZES-U.S. STANDARD 3/4" 112" 1/4" 4 10 !'0 40 100 200

100~1......._ ....... -+-,.-...,-~-.-h---r~-f~~-,.-rt,...T"T-,.--h--...~--.-~l----.-rr-h--T-r--r--r~--.-~~.,,rrrr-r-r--r~-r~~,100

' "" 201!---lf--lft-t-Hl-tt+--l~-t~~-H-JHH--f!!'ll.--l-~f---l---IH-1'-ll-t-l--t--lf---t-'-~-H-t-1-l--t-+--l-~1----~-----120

""' O"-~.L-+"..L.JUL...._,_.___..~_...~~-+..LIL....L..J..__.JL-IJL_....1-~.L.--L~-t--'...U.'-'-....L.....L.--1~-'-~~-+.J...J.-'-'-''-''---'-~'--~---lO

10.0 1.0 0.1 PARTICLE SIZE-MILLIMETERS

SORING NO. DEPTH IFEETI SYMBOL LIQUID LIMIT PLASTICITY INDEK

1

.01 .001

CLASSIFIC;ATION

..

. l

I, I

. I

. I

SYMBOL

•

JOB NO.:

, ..... 1,,. __ _

SAMPLE BORING DEPTH

NO. (l'EET)

2 2.0

6.0

2677-00

PLASTICITY CHART

NATURAL PL.AS- PASSING UNIFIED

LIQUID LIQUIDITY SOIL WATER LIMIT TICITY NO. 200 INDEX CL.ASSI-CONTENT

('!0 INDEX SIEVE ('10 FICATION ('JI.) ('JI.) ('JI.)

SYMBOL

13.1 36.0 20.6 72.1 CL

13.1 2a.o 12.s CL

•

I

.

ATTERBERG LIMITS

APRIL 1985 IFIGUAE: C-4

IAYINE SOILS ENGINEERING, INC.

I

J

.

PLASTICITY CHART 80

/ 50

,,, / .... CH ..p ~ - ,0

.... x UI

/ ,

0 CL z - • > 30

/ ,.. 0 - MH ,..

~

0 20

/ or

< . OH .... 0.. • /

10 1-- • /

'_CL-M'.:... V/////// ML°( OL ML / 0

'O 70 100 0 10 20 30 50 80 80 110

LIQUID LIMIT (~)

NATURAL PLAS-· PASSING UNIFIED

SAMPLE LIQUID LIQUIDITY SOIL SYMBOL BORING DEPTH WATER LIMIT TICITY NO. 200

INDEX CLASS I-NO. CONTENT INDEX SIEVE

(FEET) (1') (1') (1') (1') (1') FICATION

. SYMBOL

• 8 11.0 - ,8., 31.2 77.1 - CL

• 8 20.0 - 211.0 7.0 3'.2 - CUML

• 7 20.0 - 28.8 1,., ,8.1 - CL

.

.

ATTERBERG LIMITS .tOB NO..: 'DATE: IFIGURE:

2677-00 APRIL 1985 C-5 IRVINE SOILS ENGINEERING, INC.

J

t:: Ill ... -= ... ., z ...

4000

3000

a: 2000 ... Ill ., a: a: oC ... = . Ill

1000

BuRING DEPTH NO. (FEET)

2 2.0

.

_..... --........-i t

.,..,,.-

t:: Ill ... -= ... ., z ...

0 0

4000

a: 2000 ... Ill ., z ii oC

1000

BORING DEPTH NO. <FEET>

2 8.0

.

COHESION, ANGLE OF SAMPLE DESCRIPTION (PSF) FRICTION°

475 21 CL

~ .

~· t

~ I

----2000 3000 4000 5000 110, 00

NORMAL LOAD CPSF) COHESION,

(PSF) ANGLE OF FRICTiONo

SAMPLE DESCRIPTION

850 HI CL

•

~

~ .------------... = Ill __.---' ....

1000 __ _..... r ...-

0 0

.,108 NO.: 2877-00

1000

. .

2000 aooo 4• •u 50)0 80 00 •.

NORMAL LOAD (PSF)

SHEARING STRENGTH TEST FIGURE: C-8

IRVINE SOILS ENGINEERING. INC.

! '

' I 1

J

BORING NO. DEPTH (FEET> SYMBOL EXPLANATION

2

.... 3.0 .,, -z S!

2.0 "' z < ... .. "' 1.0

0

1.0

2.0

3.0

.... .,, 4.0 -z

0 ;:: < 5..0 S! ... 0 ... z e.o 0 u

1.0

a.o

1.0

10.0., .. -JOB NO~

2877-00

15.0

Cl 0 0 0 0 0 0 0 °" ft .. IO

l

• FIELD MOISTURE

---------- SAMPLE SATURATED

Rl!BOUND

..., . ~ . \

·, \

.

I

Cl Cl .. .. Cl Cl Cl Cl .. g Cl Cl Cl .. .. Cl Cl Cl. Cl 0 'Cl Cl .. .. Cl Cl Cl Cl Cl .. .. .. - .. .. ... .. Cl 0 Cl .. C> ..

P' .. .. ... .. 0 -NORMAL LOAD (PSI')

LOAD CONSOLIDATION TEST IFIGURI!: C-7

IRVINE SOILS ENGINEEFllNG, INC.

" .

l -T ,

J

BORING NO. DEPTH (FEET) SV"'BOL EXPLANATION

; 8.0 -z 2

<l.O ... z < a. .. .., 2.0

0

2.0

4.0

8.0

--- 8.0 z 2 ~ 10.0 e .. 0 ... z 12.0 0 u

14.0

18.0

18.0

20.00 0 -

JOB NO.: 2877-00

3

0 0 ..

I

2.0

IL

g g. g .. "" ..

,... ...

0 Q

~

• FIELD MOISTURE


\ \ .

\

-... '

0 ·O 0 .. 0 0 0

g g g .. "" .. NORMAL LOAD (PSP)

'

REBOUND

0 0 0 0 ..

.

0 0 0 Q 0 0 0 0 0 0 0 0 • ~ tQ

0 Q 0 0 5i?

LOAD CONSOLIDATION TEST IFIGUA~-8 IRVINE SOILS' ENGINEERING. INC.

r

I {

BORING NO. DEPTH (FEET> SYMBOL EXPL.\NATION

- e.o --z g

<l.O .. z <C .... .. "' 2.0

0

2.0

4.0

e..o

;i - e.o z 2 ~ 10.0 -e-... 0 ... z 12.0 0 u

14.0

11.0

18.0

20.0~

JOB NO.: 2677-00

3

0 0 ..

I

6.0

.L

0 0 0 0 0 0 ., .. .,

0 0 0 ·-

• FIELD MOISTURE

--------- SAMP~ SATURATED

' ' \

\

0 0 0 C) 0 0 0 0 0 0 0 0 ft ft ....

I

g 0 0 -

REBOUND

g 0 0

"'

0 0 0. 0 0 0 a o a· 0 0 0 .. "' ...

NORMAL LOAD (PSl'J

0 0 0

§

LOAD CONSOLIDATION TEST !FIGURE: C-9


)

I

-1

BOIUNG NO. DEPTH (FEET) SYMBOL EXPLANATION

... 3.0 Ill -z 0 ;; 2.0 z "( ... .. Ill 1.0

0

1.0

2.0

3.0

... Ill - 4.0 z 0 s

11.0 e .. 0 .. z 8.D 0 u

7.0

8.0

11.0

10.0g ..

J08 NO.: 2677-00

0 0 ..

I

5.0

I ....

ll,

I

0 0 "' 0 0 0 .. ....

"

"

i-."

i-.~

•

""'~.

0 0 0 -

,, r--....__

g ..

FIELD MOISTURE


1'1 \

\

.. I"--

""

0 0 0 0 0 0 0 0 0 ..... "'

r, I\

i-.h

"' 0 g ,,..

REBOUND

"' "' "' "' .. "' "' 0 "' "' 0 0 "' 0 0 "' 0 ......

NORMAL LOAD (PSf'>

0

8 0 $l

LOAD CONSOLIDATION TEST IFIGUAE: c-10


-'

J

Test Location

B-3 @ 2'

B-4 @ 2'

TABLE 1 RESULTS OF EXPANSION TEST

CU.B.C. No. 29-21

Expansion Expansion Index Potential

60 Medium

37 Low

TABLE 2

.

RESULTS OF OP~IMUM MOISTURE/MAXIMUM DENSITY DETERMINATIONS (ASTM: D 1557-78)

Test Location

B-2 @ 2'

B-2 @ 6'

Maximum Optimum Moisture Dry Density content

120.0

117.0

TABLE 3 SULFATE TEST RESULTS (Per California 417A)

Test ' Soluble Location Sulfate

·s-2 @ 2' .0148

B-5 @ 2' .0160

B-S @ 5' .0226

TABLE 4

11.S

14.0

RESULTS OF R-VALUE TEST (ASTM: D 2844-75)

TEST LOCATION R-VALOE

B-2 @ 2' <S - . I

(ti)

FIGURE C-11

' I

I I

J

1 ··

'J

J

El'.lRING

6

7

..

TABLE 5

RESULTS OF i200 SIEVE ANALYSES

DEPTH PERCENT PASSING 200 SIEVE

5 77.l .

10 6.2

15 4.7

20 34 .2

25 9.6

30 6.8

35 18.5

40 86. 7

45 7.6

50 6.1

10 48.l

15 '25.5

20 . 46.l . 25 8.3

30 8.0

35 11.4

40 6.7

45 5.7

50 5.6

FIGURE C-12

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APPENDIX D

REPORT FROM SOILS AND PLANT LABORATORY, INC.

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santa Ana Office Lab. N:l. 79071 April 23, 1985

Lifesca.i;as, Inc. 4930 CllmplS Drive Newp>rt Beach, ai. 92660

SOIL AND PLANT LABORATORY, INC. ............ Olltll9~~-~~

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UM, LCM; BF.AC!, 267-00-SOII. Sl'\MK.:ES RECEIVED 4-17-85

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I · Attadled are resuJ.ts of. agricultural &uitability and soil fertility analyses carried out on the two LIM soil samples a:>llected at designated depths btought to the laboratocy on the ab:Jlre chte.

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Soil Amly5i §

SOil reaction is strongly alkalire with lime a:intent high and boron a:incentraticns bela.1 the tcx:l.c range. While the salinity (Ece) levels are satisfactorily la.I based on the SAR value soluble soc:lilltl. woul.d aaversely effect both eoil structure and grQith of soc:lilltl. sensitive pl.ants. In sn11JMcy,

both surface and subsoil in the area repcesented ty the samples received are ~rat.eJ.y soc:lic in nature. '

J\V'ailable nitrogen is lw with both !;h08Plorus and p;>tassii.m deficient. calciun and magnesiUll lwels are mtisfaccory thi:oughout.

If surface eoil a:mptction has occurred, to the extent i;ossibl.e all areas to be landscapad stio111 a .be.. a:ossripped or otherwise- tilled to a de.Pth af 9- - 12 blches • .. For turf and gro1Z1d COll'er planting, the fol.lwing amendnenes shollld be IZlifocml.y bl:cadcast and thoroughly incorJ;Drated to a 6• depth ty mmns of rototiller or iqual:

AH' T/1000 IDOARE PEET

6 cu. yds. nitrogen stehil ized organic amenrhent derived fran r&Glood, fir or ce&r sawcbst

15 lbs. 12-12-12 camnerd.al fertilizer 20 lbs. soil sulfur

200 lbs. agricultural !l{l:Slm

Since soil sulfur is inc:lu&d in the pceplant pcogram, care should be taken in . order to imure that: all cmendnents are t:borougbly incori;orateCI to the 6• depth specified.

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P.O. 8l;la 11744. s.ntaAAa. Calilona.9a7•1·17•" f714) 5S8·8333 T-'P.....-:: 1Ul4t 1'.0.Bo111S3. S.U.0.L c.tattMU6062.01~ l40ll727..Q.3.)0 P.O. S0.104&. ~. WMl'inOIOft 9'800f.164et:08~ 746-M6$

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SOIL AND PLANT LABORATORY, INC • .......... "',,..~. ttMllll~~

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:Rlge 2 Lifescapes, Inc. April 23, 1985

~ l:ackflll mi.% for use .around the root l:all cf ccntainer gram trees and shrubs should be p:ei;ared as fallG1s: ·

6 parts cy- wllllle oirsite soil 4 parts cy- wllllle nitrogen stabilized

organic illlllencillent 1 1b. 12-12-12 per c:u. yd. of mix 2 ll:E. iron Sill.fate per c:u. yd. of mix

'l'he ab:lve materials should be thoroughly bl.ended prior to use for l:ackfill purp:ises. Also, the iron sulfate should not ccntact cement surf aces Since severe staining could occur.

If the l2-l2-l2 is ini:iorp::irated. prep:Lant as rea:mnenaed, the p::istpl.ant.' maintera.noe for the first year. can ccnsist of a nitrogen only fertilizer p:ogran. Beginning a:a;rcr.d.IIlately 30 days after planting ~oniun sulfate, whidl will have· an acidifying effect en the soil, should be ai;plied at the rate of S lbs. per 1000 !QU!lre feet on a monthly l:asis. When plants have bea::me well established, the fr.:quency of fertilizer ai;plica.tions can be cecreased.

Please call if you have a?¥ questions.

lORREST liULLl€R

Wzbf cc: Irvine Q:insulting Group, Inc.

' 'tif esc8.(l!S Inc.

~ ·- . P.O. Box 11744, S1nt1 An1. C11tloi'nla9211 "L4 l l4..tJ~71.c.~"S"bt~"' .. 3:\ P .0. Bo• 153. $Into Claro. Canlornlo 95052-01531( •OBI 727-0llo P .0. Bo• 1B48. Belle"""· Wash inglon 98009-164!11(2051 7 46-66S5 .

· . 4930 Campie lll'ive tlwp>rt Beadt, Q, 92660

son. itidiLITI AflJ IGRIOL'JIJRlll. i11Xl7!8Lll'!' (1DI)

Santa Ana Offioe Lab No. 79071 ~il 22, 1985

ID!, U>ng Bea.di, 2677-00 - soil samples rec'd 4-17-85

&In Half __ Parts Per Millien ~ ... sa .... 1...,1 __

Pl ple Sat. I NCB-N RM-H IOt-P K Ca H; I ~t__,, ____ , _____________ 1. ____ ~

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2

18

23

14 10

15 20

5 .3 7300 474

3 69 5900 290

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8,3

_Saturatioo Eld:ract Values I ca M;J Na K B I SAR QUAL IECe ~l !t!/l ~l ~l PEM I LIME I I

1.8 1.7 o.8 15.6 0.1 0.46 14.0 hi

2.7 2,5 0.9 23.9 0.1 0.20 18.3 hi

Ralf Saturation •-aEP=OX, field moisture caESclcy. Salinicy "' ~ (nmhos/aa at 25 degrees C.}. SAR-Sodilln Msorp:ion Rat

(l} TP-1 1 0 feet (2} TP-1, 3 feet

GEO-ETKA, INC....Apr 29, 1985 · GEO-ETKA, Inc. Job No: Engr-5143-90 Present Site Condition At the...

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Transcript of GEO-ETKA, INC....Apr 29, 1985 · GEO-ETKA, Inc. Job No: Engr-5143-90 Present Site Condition At the...