r • STATE 0~ CALIFORNIA-THC RESOURCES ACl;:N(;Y ~i:·.).'\,\'\L' ,··.··

DEPARTMENT OF CONSERVATION

DIVISION OF MINES AND GEOLOGY &AY AREA REGIONAL OFFICE

380 CIVIC DRIVE, su1re l 00

P~fASANT HILL. CA 94523-1997

PHONf, (415) 646-5920

@ . . .

A TSS 599-5920

August 24, 1989

Mr. Steven A. Kupferman Engineering Geologist Riverside County Planning Department 4080 Lemon Street, 9th Floor Riverside, CA 92501

Dear Steve:

We are placing on open file the following reports, reviewed and approved by the County of Riverside in compliance with the Alquist-Priolo Special studies Zones Act:

Fault hazard investigation for southerly side of Menlo Avenue approx 300 feet east of San Jacinto street, Riverside County, ca; by L.S. Lohr; May 31, 1989

Geotechnical investigation of the Alquist-Priolo ssz and liquefaction potential, former Dwyer Ranch, Tentative Parcel Map No. 24382, Murrieta, Riverside County, CA; by Leighton & Assoc.; March 17, 1989; with supplement of August 8, 1989.

EWH:lmb

cc: A-P file (2)~

sincerely,

'Z"r2/f EARL W. HART, CEG 935 Senior Geologist & Program Manager

Leighton and Associates, Inc. 27715 Jefferson Avenue, Suite Rancho California, CA 92390

Attention: Mr. Mark Bergmann Mr. Dani el Chu

109

-·--·····-------··-•-'"'''" - .. ·~-·.~-

SUBJECT: Alquist-Priolo Special Studies Zone/

Gentlemen:

Liquefaction Hazard Project No. 11890168-01 Tentative Parcel Map 24382 APN: 909-070-020,021 County Geologic Report No. 626 Murrieta Area

We have reviewed the seismic/geologic aspects of your report entitled "Geotechnical Investigation of the Alquist Priolo Special Studies Zone and Liquefaction Potential, Former Dwyer Ranch, Tentative Parcel Map No. 24382, Murrieta, Riverside County, CA," dated March 17, 1989, and your response to County of Riverside review, dated August 8, 1989.

Your report determined that:

l. Two active strands of the Wildomar Fault Zone were observed on the project site.

2. A peak bedrock acceleration of 0.6lg could occur at the site should a magnitude 6.0 earthquake occur nearby along the Wildomar fault.

3. The potential for liquefaction is considered moderate.

4. A total of 4 inches of seismically induced settlement may occur in the on-site sand deposits ranging from 5 to 25 feet below the existing ground surface should an earthquake of 6,0 magnitude occur on the Wildomar fault. Approximately 1 to 2 inches of seismic induced settlement may occur at the finished grade surface.

5, The potential for fissuring and differential ground subsidence due to groundwater withdrawal outside of the recommended fault setback zone is considered low.

L/ 4080 LEMON STREET, gr" FLOOR <\) RIVERSIDE, CALIFORNIA 925QL __ , \7T~B7·6181

46-209 OASIS STREET, ROOM 304 INDIO, CALIFORNIA 92201

(619) 342·8277

•

Leighton and Associates, Inc. - 2 - August 14, 1989

6. The potential for seismically induced landsliding is nil,

7, The western one-half of the site is located within 100 year floodplain.

8. The possibility of seiches, tsunMJis and inundation due to failure of large water storage facilities is considered very low.

Your report recommended that:

l. A fault setback zone should be established along the on-site, active trace of the Wildanar Fault Zone. This. setback zone should be established so feet from the furthest limits of faulting, as delineated on the revised Plate 1, Geotechnical Map, dated 8-9-89.

2, During the course of grading operations the trace of the fault may daylight beyond the recommended setback zone, It would therefore be necessary to adjust the limits of the setback accordingly.

3. All fault locations were staked and should be surveyed by a design civil engineer prior to finalization of the grading plans.

4. To reduce the liquefaction potential, a layer of compacted fill of at least 10 feet in thickness should be placed on the site. This rec001111ended compacted fill mat could be a combination of placement of additional fills with removal and recompactfon of the near surface alluvial soils. To achieve the recommended 10 foot fill mat, the on-site alluvial soil should be overexcavated to a depth of at least 2 feet (5 feet in the areas of Lots 18 through 20), moisture-conditioned and recompacted prior to placement of additional fills.

s. The effects of seismic shaking should be mitigated by adhering to the most recently adopted version of the Uniform Building Code (UBC) and state-of-the-art seismic design parillleters of the Structural Engineer Association of California (SEAOC). For structural design purposes, the site should be designed for Seismic Zone 4 according to the UBC and/or SEAOC.

6. Exploratory trench T-1 backfill should be completely removed to natural soil and be replaced and recanpacted to a mi nimurn of 90 percent relative compaction as evaluated in accordance with ASTM 01557-78.

It Is our opinion that the report was prepared in a canpetent manner consistent w1th the present "state-of-the-art" and satisfies the requirements of the Alquist-Priolo Special Studies Zones Act and the associated Riverside County Ordinance No. 547. Final approval of this report is hereby given,

• .. Leighton and Associates, Inc. - 3 - August 14, 1989

We recommend that the following conditions be satisfied before final map recordation and/or issuance of any County permits associated with this project;

l, The Building Setback Zone shown on the Revised Geotechnical Map, Plate 1, dated 8-9-89 in your report shall be delineated on the Environmental Constraints Sheet (E,C.S.) for Tentative Tract Map. No. 24382. The area within the Building Setback Zone shall be labeled "FAULT HAZARD AREA."

2. The following notes shall be placed on the E.C.S.:

a. "This property is affected by earthquake faulting. Structures for human occupancy shall not be allowed in the Fault Hazard Area. This constraint affects parcel numbers 18 through 20."

b. "County Geologic Report No. 626 was prepared for this property on May 17, 1989, by Leighton and Associates and is on file at the Riverside County Planning Department. Specific items of concern are as follows: earthquake faulting, seismic induced settlement, liquefaction, seismic design of structures and uncompacted trench backfi 11 • "

3. A copy of the final map and the Environmental Constraints Sheet shall be submitted to the Planning Department Engineering Geologist for review and approval.

The recommendations for mitigation of seismic/geologic hazards shall be adhered to in the design and construction of this project.

Very truly yours,

RIVERSIDE COUNTY PLANNING DEPARTMENT Roger S. Streeter - anning Di ector

SAK:rd c.c. Nick Tavaglione Cons_J;.ruction

CDMG - Earl Hart l./" __ Building & Safety - Norm Lostbom (2) Special Projects - Richard MacHott

I I I I I I I I I I I I I I I I I I I

LEIGHTON AND ASSOCIATES, INC. Geoteehniecil cind Environmentcil Engineering Consultcints

N1ck Tavaglione Construction 3545 Central Avenue

Suite 200 Riverside, California 92506

Mr. Nick Tavaglione Jr.

March 17, 1989

Prepared By:

Leighton and Associates, Inc. 27715 Jefferson Avenue, Suite 109

Rancho California, California 92390

27715 JEFFERSON AVENUE, SUITE 109, RANCHO CALIFORNIA, CALIFORNIA 92390 (714) 676-0023 FAX (714) 676-6826

I I I I I I I I I I I I I I I I I I I

LEIGHTON AND ASSOCIATES, INC. Geoteehniecil oncl Envlronmentol Engineering Consultonts

March 17, 1989

TO: Nick Tavaglione Construction 3545 Central Avenue Suite 200 Riverside, California 92506

ATTENTION: Mr. Nick Tavaglione Jr.

Project No. 11890168-0l

SUBJECT: Geotechnical Investigation of the Alquist-Priolo Special Studies Zone and Liquefaction Potential, Former Dwyer Ranch, Tentative Parcel Map No. 24382, Murrieta, Riverside County, California.

Introduction

In accordance with your request, we have completed a geotechnical investiga­tion of Tentative Parcel Map No. 24382 located between Jefferson Avenue and Adams Avenue, south of Warm Springs Creek. This report summarizes our find­ings, and conclusions regarding on-site faulting and the. potential for fissuring and ground differential subsidence, liquefaction potential, and general grading recommendations within the subject property.

Accompanying Maps and Appendices

Figure 1 Figure 2 Table I Table 2 Plate I Appendix A -Appendix B -Appendix c -Appendix D -

- Index Map (page 2) Geologic Index Map (page 3)

- Seismic Parameters for Active Faults Liquefaction Potential Analysis Geotechnical Map (In pocket) References Geotechnical Trench and Boring Logs Laboratory Test Results General Earthwork and Grading Specifications

Purpose of Investjgation

The purpose of the first phase of our investigation was to accurately locate the Wildomar Fault Zone within the Alquist Priolo Special Studies Zone on the

27715 JEFFERSON AVENUE, SUITE 109, RANCHO CALIFORNIA, CALIFORNIA 92390 (714) 676-0023 FAX (714) 676-6826

I Base Map:STATE OF CALIFORNIA SPECIAL STUDIES ZONE MAP, 71/2' MURRIETA QUADRANGLE, 1980.

I

2000 4000

! feet

Iii Project No. 11890168-01

INDEX MAP NICK TAVAGLIONE /DWYER RANCH

CONSTRUCTION PARCEL MAP NO. 24382

Figure 1

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Map:

2000 4000

hat

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DI Project No. 11890168-01

GEOLOGIC INDEX MAP NICK T AV AGLIONE

DWYER RANCH CONSTRUCTION PARCEL MAP NO. 24382

Fiqure 2

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11890168-01

site. The second phase of our field study was to evaluate the site liquefac­tion potential and the engineering properties of the on-site alluvial soils. The scope of services conducted during our investigation is outlined below.

Scope of Investigation

o Excavation and detailed logging of one 600-foot long exploratory trench (T-1) across the Alquist-Priolo Special Studies Zone within the site to locate the Wildomar Fault Zone and the suspect photo lineament observed during our stereoscopic aerial photo review.

o Excavation, logging and sampling of six exploratory borings strategically located throughout the site.

o Laboratory testing of representative samples consisting of in-place moisture/density and sieve analysis.

o Analysis of the data obtained during our field and laboratory studies.

o Preparation of this report presenting the results of our field investiga­tion.

Site Description

The 24.5 ± acre rectangular shaped parcel is located between Jefferson Avenue and Adams Avenue south of Warm Springs Creek. The site has been and is cur­rently being used as a thoroughbred horse ranch. The property is bound to the northeast by Jefferson Avenue, to the southeast by the projected extension of Date Street, to the northwest by Tentative Parcel Map No. 21184, and to the southwest by Adams Avenue. A one-story residential structure and two barn structures occupy a portion of the northwestern section of the site. A separate house and associated barn and horse track facilities occupy the southwestern section of the site. Numerous horse corrals and a service road occupy the remainder of the site. Topographically the site lies within a flat lying alluvial plain and is covered with a moderate growth of low lying grasses.

Proposed Development

Based on our review of the undated Tentative Parcel Map No. 24382, it is our understanding that the property is to be developed for light industrial and commercial purposes. Building plans were not available for our review at the time of this report. We understand, however, that the structures are expected to be founded on conventional footings with slab-on-grade floors and/or will be concrete tilt-up type buildings.

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Field Investigation

Our subsurface investigation was performed on February 13-16, 1989, utilizing a trackhoe to excavate one long exploratory trench. Exploratory trench T-1 was excavated to a depth of approximately 10 to 12 feet within the State of California's designated Alquist-Priolo Special Studies Zone. This trench was excavated to locate the Wildomar Fault Zone.

A photo lineament was also observed during our aerial photograph analysis. This photo lineament transects the northeastern portion of the site and ex­hibits a slight tonal contrast. Accordingly, exploratory Trench T-1 was strategically located to transect the lineament. The location of the photo lineament is shown on the accompanying Geotechnical Map (Plate 1).

Exploratory trench T-1 was continuously logged by a geologist from our firm and reviewed by a certified engineering geologist. Upon completion of log­ging, the trench was backfilled with native materials. The trench location is shown on the Geotechnical Map (Plate 1). A log of the trench is presented in Appendix B. Six exploratory small-diameter borings were drilled, logged, and sampled throughout the site to evaluate the liquefaction potential as well as the general subsurface soil characteristics. The locations of these borings are shown on Plate 1. Boring logs are presented in Appendix B.

Laboratory Testing

During our field investigation, representative soil samples were obtained and transported to our laboratory for analysis. Laboratory testing included moisture-density determinations, maximum dry density, direct shear and sieve analysis. The results of these tests are presented in Appendix C.

Geology

Regional Geologic Settjng

The site is located in the Peninsular Range Geomorphic Province of California. The Peninsular Ranges are characterized by steep, elongated valleys that trend northwestward. More specifically, the property is located within a fault controlled, down dropped graben, known as the Elsinore Trough (Figure 2). This graben is believed to contain as much as 3000 feet of alluvium which has been accumulated since Miocene time. The Elsinore Trough is bounded on the northeast by the Wildomar Fault and on the southwest by the Willard Fault. These faults are part of the Elsinore-Whittier Fault Zone which extends from the San Gabriel River Valley southeasterly beyond the United States-Mexican border. The Wildomar fault is considered active and the Willard fault is considered in-active.

The Santa Ana Mountains lie along the western side of the Elsinore-Whittier Fault Zone and the Perris Block is located along the eastern side of the fault zone. The mountain ranges are underlain by Pre-Cretaceous metasedimentary and metavolcanic rocks and Cretaceous plutonic rocks of the Southern California batholith. Tertiary sediments, volcanics and Quaternary sediments flank the mountain ranges. The Tertiary and Quaternary rocks are generally comprised of non-marine sediments consisting of sandstones, mudstones, conglomerates, and occasional volcanic units.

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11890168-01

Site Geologic Units

Our field exploration, observations, and a review of the pertinent literature (Appendix A) indicates that the site is underlain by topsoil and alluvium. The general site geology is depicted on the Geotechnical Map (Plate 1). A description of each unit follows.

o Alluvium (map symbol - Qall

Potentially compressible alluvial deposits were encountered in all of the exploratory trenches and borings. This material consists of light and dark gray-brown, dry to saturated, loose to medium dense, clayey to silty fine to coarse sand with discontinous interbeds of friable coarse sands. A black, very moist, soft to stiff, clayey silt horizon (Unit G) was also observed within the eastern portion of T-1. It is believed that Unit G is a sagpond-type deposit because of its color, soil type, and proximity to the fault. A calcic horizon was observed within Units B and C of exploratory trench T-1.

Ground and Surface Water

Ground water was encountered in exploratory trench T-1 and all of our ex­ploratory borings at depths ranging from 10 to 17 feet. No standing water or seepage was observed at the ground surface.

Rippabilitv

All trenches were excavated with minor to moderate difficulty utilizing a conventional trackhoe. Rippability of the on-site materials is not expected to be a problem during earthwork operations at the site.

Evaluation of Photographic Lineament

Approximately one-third of the property lies within the Alquist-Priolo Special Studies Zone established by the State of California (see Index Map - Figure 1). A review of current data and aerial photographs pertinent to the site indicates one photographic lineament partially transecting the site in a northerly to southerly direction. The photographic lineament was observed to exhibit weak to moderate tonal contrasts as expressed on the aerial photographs. Our subsurface investigation of the photo lineaments did not reveal the existence of faults or fault related features. Therefore, it is our opinion that these lineaments are not fault related and do not represent a potential hazard to site development. The photographic lineament observed is shown on the Geotechnical Map (Plate 1).

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11890168-01

Evaluation of Ground Fissuring and Subsidence Potential

During the course of our subsurface fault investigation, the site's potential for subsidence and fissuring due to ground water withdrawal was evaluated. The results of our field investigation did not reveal evidence of subsurface soil fissuring which may be associated with the differential subsidence caused by ground water withdrawal, nor did we observe any ground cracks at the site. Therefore, it is our opinion that the potential for fissuring and differential ground subsidence due to groundwater withdrawal outside of the recommended fault setback zone is considered low. In addition, the proposed fills placed over the low lying areas of the site will form a compacted soil mat which can reduce the potential of ground fissuring and subsidence.

Faulting and Seismicity

Regional Faulting

There are several active or potentially active faults within Southern California that could affect the site in terms of ground shaking. Of these the San Andreas Fault Zone (40 ±miles northeast), the San Jacinto Fault Zone {20 ±miles northeast), and the Wildomar Branch of the Elsinore-Whittier Fault Zone (on site) are the most prominent due to the proximity and relatively high seismic potential. The seismic parameters for these faults are outlined in Table I.

On-Site Faulting

Two active strands of the Wildomar Fault Zone were observed in exploratory trench T-1 at stations 2+30 ·and 2+45. These faults were observed to offset Holocene deposits of alluvium and were consequently determined to be active. The fault splays were traced to within I± foot from the surface. This evidence supports the recency of movement along the Wildomar Fault Zone during Holocene time (last 11,000 years). The trace of the Wildomar fault lies within the projected fault setback zones previously established by Leighton and Associates, Inc. on the Rancon property (Parcel 21184) and Hazen property (Parcel 22318) to the north and south, respectively (Appendix A, References 9 and 10).

In order to determine the relative offset of the observed fault splays, three vertical borings were drilled and sampled continuously in the base of T-1 (see Trench Log T-1 for actual locations). These borings revealed that the fault splay at stations 2+30 and 2+45 has up to 3 feet and 9 feet of apparent dip slip movement, respectively. Based upon this information and our observations within T-1; the fault splay at station 2+45 appears to be the dominant splay. A fault setback zone was then recommended. The recommended fault setback is presented in the Conclusions and Recommendations section of this report and the location is shown on the Geotechnical Map (Plate 1).

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118go168-0l

Seismicity

The site is located in an area of high regional seismicity, as in the case throughout Southern California. Table 1 presents anticipated seismic parameters for major faults near the property. As can be seen from Table 1, a peak bedrock acceleration of 0.61g could occur at the site should a magnitude 6.0 earthquake occur nearby along the Wildomar Fault of the Elsinore-Whittier Fault Zone. It is suggested by Plossel and Slosson (Appendix A, Reference 6) that the repeatable bedrock acceleration can be taken as 65 percent of the peak bedrock acceleration. In addition, Seed and others (Appendix A, Reference 7) conclude that the repeatable ground acceleration may be amplified depending on the on-site soil characteristics. Because of the existence of an active fault on site, it is our opinion that a repeatable ground acceleration of 0.4g should be utilized as the design horizontal ground acceleration.

Ground shaking originating from earthquakes along other active faults in the region is expected to be less due to smaller anticipated earthquake magnitudes and/or greater distances to other faults.

SUMMARY OF LIQUEFACTION EVALUATION

Ggneral

Liquefaction is the loss of strength of cohesionless soils when the porewater pressure induced in the soil becomes equal to the confining pressure. The evaluation of liquefaction potential, in general, consists of estimating earthquake-induced stresses and dynamic soil properties.

The current codes and standards neither specify a procedure for evaluation of liquefaction, nor do they include design provisions for mitigating measures. The primary factor influencing liquefaction potential includes ground water, soil type, relative density (Dr.) of the sandy soils, which is related to Standard Penetration Test (SPT) blows, confining pressure, and intensity and duration of ground shaking. Liquefaction potential is susceptible in saturated, loose, poorly graded fine sands with a mean (050) grain size in the range of 0.1 to 0.5 mm.

Site Liquefaction Potential

On-site alluvial soils are composed of sands and silty sands that are in a loose to dense condition below the existing water table to a depth of 50 feet. A static ground water table was encountered in all of the exploratory borings and ranged from 10 feet to 17 feet below the ground surface. Based on the SPT results, our liquefaction analysis indicates that the potential for liquefac­tion is considered moderate due to the saturated loose soil condition existing at a depth from 10 feet to 20 feet and at 40 feet below the ground surface. Results of our liquefaction analysis is presented in Table 2. Remedial recom­mendations for liquefaction are presented in the Recommendations section of this report.

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Summary of Findings

o The location of the Wildomar Fault Zone was encountered in exploratory trench T-1. The fault splays were observed to offset Holocene deposits of alluvium and therefore should consequently be designated as active faults. Accordingly, a building set back zone is recommended as shown on Plate I.

0

0

0

Our subsurface investigation of the photo lineament did existence of faulting or fault related features. It is the photo lineament does not represent a potential development.

not reveal our opinion hazard to

the that site

No evidence of fissuring was observed during our subsurface investiga­tion.

Groundwater was encountered in the exploratory trench and all of our borings at depths ranging from 10 to 17 feet. Groundwater levels generally become shallower toward the southwest property boundary.

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CONCLUSIONS AND RECOMMENDATIONS

Based on our geotechnical investigation of the site, it is our professional op1n1on that the proposed development is feasible from a geotechnical standpoint. There appears to be no significant geotechnical constraints that cannot be mitigated by proper planning, design, and sound construction prac­tices.

Seismicity

The design horizontal ground acceleration is estimated to be 0.4g based on a maximum probable earthquake of 6.0 Richter magnitude occurring along the Wildomar Fault. The effects of seismic shaking can be mitigated by adhering to the most recently adopted version of the Uniform Building Code (UBC) and state-of the art seismic design parameters of the Structural Engineer Association of California (SEAOC). For structural design purposes, we recom­mend that the site be designed for Seismic Zone 4 according to the UBC and/or SEAOC.

Fault Setback Zone

It is recommended that a fault setback zone be established along the active traces of the Wildomar fault zone (see Plate 1). According to guidelines published by the State of California, in Special Publication 42 (Reference 2, Appendix A), an area within 50 feet on both sides of an active fault shall be presumed to be underlain by active branches of that fault, unless proven otherwise. The Wildomar fault zone is considered an active fault zone and evidence of activity was observed at the subject site. Therefore, it is recommended that a setback zone be established 50 feet from the furthest limits of faulting. Specifically, the zone is designed to accommodate both faulting and potential fissuring which may occur along this fault zone due to future ground water withdrawal from the local area. It is important to note that during the course of grading operations the trace of the fault may daylight beyond the recommended setback zone. It would therefore be necessary to adjust the limits of the set back accordingly. Within the fault setback zone, struc­tures for human occupancy may not be constructed; however, this does not preclude other open-space land, recreation uses, parking areas, or self storage type of buildings. The location of the fault setback zone is il­lustrated in the Geotechnical Map (Plate 1 - in pocket). All fault locations were staked and should be surveyed by a design civil engineer prior to finalization of the grading plans.

Liquefaction

Our liquefaction analysis indicated that the calculated factor of safety against liquefaction should a 6.0 magnitude earthquake occur at this site is less that 1.0 for the layers of soils ranging in depths of 10 to 20 feet and at 40 feet below the existing ground surface. To reduce the liquefaction potential, we recommend that a layer of compacted fill of at least 10 feet in

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11890168-01

thickness be placed on the site. The purpose of this compacted fill mat is to increase the overburden pressures on the liquefiable soil zones and also to reduce the possibility of sand boiling in the ground surface due to subsurface porewater pressure built-up during a strong earthquake. This recommended compacted fill mat could be a combination of placement of additional fills with removal and recompaction of the near surface alluvial soils.

Review of the Tentative Parcel Map No. 24382 prepared by Robert Bein, William Frost and Associates (no date) indicates that the majority of the site is proposed to be placed with approximately 8 to 10 feet of fills, with the exception of Lots 18 through 20 where approximately 5 feet of fills will be placed. To achieve the recommended 10 foot fill mat, we recommend the on-site alluvial soil be overexcavated to a depth of at least 2 feet (5 feet in the areas of Lots 18 through 20), moisture-conditioned and recompacted prior to placement of additional fills.

Earthwork

Proposed earthwork at the site will consist of site preparation, removals, excavation, and placement of fill. Grading and earthwork should be performed in accordance with the following recommendations and the general earthwork and grading specifications (Appendix 0).

o Site Preparation

0

Prior to grading, the site should be cleared of any existing vegetation and other deleterious materials. Holes resulting from removal of buried obstructions which extend below finish site grades should be replaced with suitable, compacted fill material. Removed materials not suitable for backfill should be disposed of offsite. All areas to receive fill or other surface improvements should be scarified to a minimum depth of 6 inches, brought to above optimum moisture condition, and compacted to at least 90-percent relative compaction as evaluated in accordance with ASTM 1557-78.

Removals

Exploratory trench T-1 was backfilled with limited compaction efforts. We recommend that trench T-1 backfill be completely removed to natural soil and be replaced and recompacted to a minimum of 90 percent relative compaction as evaluated in accordance with ASTM 01557-78.

Alluvial soils should be removed to a minimum depth of 2 feet, moisture­conditioned, and recompacted to at least 90 percent relative compaction. In the areas of Lots 18 through 20 (excluding the area within the fault setback zone), alluvial removals are recommended to be 5 feet as shown on the Geotechnical Map (Plate 1). Deeper alluvial removals may be required in localized areas where dry, compressible alluvium is encountered.

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o Excavation

0

Excavation in the existing fill soils may be accomplished with conven­tional grading equipment in good working condition. Temporary shallow excavations with vertical side slopes should generally be stable. However, cohesionless soils may exist at the site. To satisfy OSHA requirements, excavations deeper than 5 feet should be shored or laid back to 1:1 (horizontal to vertical) if construction workers are to enter such excavations.

The onsite soils are generally suitable for use as compacted fill provided they are free of organic materials, asphaltic concrete, and debris. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to slightly above optimum moisture conditions and recompacted to at least 90 percent relative compaction (based on ASTM 01557-78). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed 1n uniform lifts not exceeding 8 inches in thickness. Material greater than 6 inches in maximum dimension should not be utilized in fills. Due to their granular nature, fill soils should be placed at least 2 percent above optimum moisture content and compacted to a minimum of 90 percent relative compaction (based on ASTM 01557-78). Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. Additionally, we recommend that the contract between the developer and the earthwork contractor be worded such that it is the responsibility of the earthwork contractor to place the fill soils at a minimum of 90 percent relative compaction, notwithstanding the testing of the geotech­nical consultant. In addition, observation and testing by the geotechnical consultant does not relieve the contractor of the primary responsibility to perform all work in accordance with the project specifications and ordinances of the governing agencies.

Trench Backfi 11

The onsite soils may generally be suitable as trench backfill provided they are screened of organic matter and cobbles over 6 inches in diameter. Trench backfill should be compacted in uniform lifts (generally not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM 01557-78).

Shrinkage and Bulking

The volume change of excavated on-site materials upon recompacti on is expected to vary with materials and location. The in-place and maximum density of soil

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11890168-01

and bedrock materials vary, and accurate overall determination of shrinkage and bulking cannot be made. However, based on our experience with similar materials, the following shrinkage value is provided as a guideline.

Alluvium: 5 to 10 percent shrinkage

Foundation Design

Foundations and slabs should be designed in accordance with structural con­siderations and the following recommendations. These recommendations assume that the soils occurring within three feet of finished pad grade will have a low potential for expansion. We recommend that as grading progresses, each building pad be evaluated with its expansion potential. The footing and slab should be designed for each proposed structure based on the results of that evaluation. Should expansive soils be encountered at the finished pad grade, appropriate design recommendations regarding expansive soil will be provided at that time.

o Footings

0

The proposed structures may be supported by conventional (continuous) footings or isolated spread footings. We recommend that the base of footings be founded a minimum of 12 and 18 inches below the lowest ad­jacent soil grade for one- and two story buildings, respectively. Near­surface footings should be founded entirely into properly compacted fill soils. Footings founded in properly compacted fill soils may be designed using an allowable bearing pressure of 2,000 pounds per square foot. These values may be increased by one-third when considering loadings of short duration such as wind or seismic forces. Continuous footings should have a minimum width of 12 and 15 inches for one- and two-story buildings, respectively, and be reinforced with at least one No. 5 rebar top and bottom. Isolated spread footings should have a minimum width of 24 inches and be reinforced in accordance with the recommendations of the structural engineer. Total and differential settlements for footings designed in accordance with these recommendations should be within tolerable limits. Footings for structures or retaining walls should be set back or deepened so that the outside edge of the footing is at a minimum horizontal distance of 5 feet to daylight for slopes less than 10 feet in height and 7 feet for slopes greater than 10 feet in height.

Floor Slabs

Floor slabs should have a m1n1mum thickness of 5 inches and be reinforced at midhei~ht with a minimum of No. 4 rebar placed on "chairs" at 18-inch center eac way. Slabs should be underlain by a 2-inch layer of sand (for curing of slab) which is underlain by a 6-mil (or heavier) polyethylene moisture barrier. We emphasize that it is the respon­sibility of the contractor to insure that the slab reinforcement is placed at midheight of the slab. The potential for slab cracking may be lessened by the addition of fiber mesh in the concrete and careful

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I I I I I I I I I I I I I I I I I I I

11890168-01

0

control of water/cement ratios. The use of low slump concrete at the time of placement is recommended. The contractor should take appropriate curing precautions during the placement of concrete in hot weather to minimize rapid drying of slabs. We recommend that crack control joints be utilized for the control of concrete shrinkage and temperature crack­ing. The spacing and location of the control joints should be determined by a qualified structural engineer, but generally not more than 20 feet on center each way. Also, if crack-sensitive flooring (ceramic tile) is planned, we recommend that a slip-sheet (or equivalent) be used be­tween the flooring and concrete floor slab.

Lateral Resistance and Earth Pressures

Foundations placed in properly compacted fill soils may be designed using a coefficient of friction of 0.35 (total frictional resistance equals coefficient of friction times the dead load). A design passive resis­tance value of 300 psf per foot of depth (with a maximum value of 3,000 psf) may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance provided the passive resistance does not exceed two-thirds of the total allowable resistance. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic forces.

Retaining walls backfilled using non-expansive granular soils should be designed using the following equivalent fluid pressures:

Condition

Active At-Rest Passive

Equivalent Fluid Weights (pcfl Level 2:1 Slope

35 55

300

50 90

150 sloping down

Unrestrained (yielding) cantilever walls should be designed for active equiv­alent fluid weight value provided above. In the design of walls restrained from movement at the top (non-yielding) such as basement or garage walls, the at-rest equivalent fluid weight value should be used. The above values assume non-expansive backfill and free-draining conditions. Should a sloping back­fill other than 2 to I (horizontal to vertical) be used or a backfill is loaded by an adjacent surcharge load, the equivalent fluid weight values provided above should be evaluated on an individual case basis by the geotech­nical engineer. All retaining wall structures should be provided with an appropriate drainage as shown in Appendix O. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding calculations. Wall footings should be designed in accordance with structural consideration and the recom­mendations above. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction based on ASTM 01557-78.

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11890168-01

Drainage

All surface runoff should be collected and directed offsite. Prudent drainage control measures should include rain gutters and downspouts for the proposed structures and establishing positive drainage for surface runoff. Positive drainage may be established by providing a ground surface gradient away from the structures of at least 2 percent for a distance of 5 feet outside the perimeter of the building foundations. Accumulated surface runoff should be directed offsite by providing a graded swale with a gradient of at least l percent to an appropriate surface collector and tightlined to the street or other suitable outlet. Downspouts should be tightlined to a suitable outlet away from building foundations, and excessive watering of landscape areas and open-bottomed planters adjacent ta structures should be avoided.

Construction Observation

The recommendations provided in this report are based on preliminary subsur­face conditions disclosed by our subsurface investigation. Interpolated subsurface conditions should be checked in the field during construction. We recommend that final project drawings be reviewed by our office prior to construction ta check that design is in accordance with our recommendations. We recommend that all cut slopes and footing excavations be observed by a representative from our firm. Backfill operations and field density testing of all compacted fill should be performed by a representative of Leighton and Associates so that construction is in accordance with the recommendation of this report. We also recommend that, at the completion of the earthwork operations, a final report including an as-graded geotechnical map be prepared.

We appreciate this opportunity ta be of service to you. If you should have any questions, please do not hesitate to contact our office.

DAB/MB/DC/bab Distribution: {6) Addressee

Respectfully submitted,

LEIGHTON AND ASSOCIATES, INC.

Operations

- 15 -

i J\ULL .1

- -Pi·'lillt !J-18~-0- - - - -- - - - - - - - - -SE I SM! C PARAMETERS FOR ACT! VE AUil POTnJTI /\L ACT! VE F /\lJL TS

•

Approximate W\X !MUI\ PROBABLE EARTll{)UAKE Potential Distance Maximum ( Funct1ona I Basis Earthquake) Causative From Fault Credible

Fault Tu Site Earthquake (Miles)

Peak Bedrock/Repeatable Ri d1ter Richter Bedrock Acceleration**

Magnitude Magnitude (Gravity) - Note 1

l~llrr le ta Uo t Springs 2 m1 7.0 6,0 0,52/0,34

Els1nore-Hh Ht1 er On-Site (IH 1 domar)

7.5 6.0 0,61/0.40

San Jacl nto 20 IJE 7.5 7.2 0.24/0.16 -

San Andreas 40 NE 6.5 6,3 0,20

Walf Valley • 6 SE 6.0 0.31/0,20

-

tlote I - The Peak Bedrock Acee lerat Ian Va 1 ues are taken from Seed, 11.B. and Jdri s s, J.M. ( 1902) "Groll nd Motions and Soil l i !]Uefa ct lo n Our 1 ng Earthquakes" , Earthquake Engi neerlng nesearch lnst1t11te. ·

• **

Th1s fault ls cons1dered "patentlally active," based on our current knowledge of the geo 1og1 c cond1tlons of the R Ivers 1de Caunty area,

For des1gn rurpases, the repeatable high bedrock acceleration may be taken as 65 percent of the peak acceleration for the slte l'lithin 20 mil es of tile epicenter (after Ploessel and Slosson, 1974).

I I I I

TABLE Z Lllll.IEFACT!ON POTENTIAL ANALYSIS

I I I

PROJECT Nill£ ' DWYER RANCH PROJECT MJMBER : 1!890168-01

BORING NUllBER : B-6 DEPTH TO 6.W. : 10 FEET MOIST UNIT l/T.: 125 PCF sinu. LNIT WT. ' 132 PCF

TOTAL PORE EFFECTV

tr~ u. s. c. s. D50 NISPTJ llcorr+ OYERBRDll PRESSUR OllERBRDN 1 .. 1 (T5F) (TSf} (TSf}

I 2. 5 SW/SJol 9.0 6.8 0.16 0.00 0.16 S.0 SM 0.1 9.9 6.8 9. 31 0.00 0.31

1

7.S Sii 10.0 7.5 0.H 0.00 0.47 10. 0 SW/SJol 0.6 12.0 9.0 0.63 0.00 0,63 12. 5 SW/EM 0.6 11, 0 11.0 0. 79 9,\18 0.71 15.0 SW 0, 7 12.0 12 .. ~ 0.96 0.16 0.80

117.S SW/SM 0.6 11.3 11.0 1.12 0.23 0.69 21!. 0 SW/Sii 0. 7 20.0 20.0 1.29 0.31 0.97 22.5 SW/SM 0.0 l, •5 3.39 1. 0E.

125.0 SW/SM 31.0 31.0 1.62 0.47 1.15 27.5 SW/SM 0,0 1. 78 0.55 1.23 30.9 ML/CL 32.0 :JZ.0 1. 95 0.62 1.32 35.0 0.0 2,Z8 0.78 l.49

,"9.0 SM !5.0 15.0 2.6J 0. Sil 1. 57

I I I

• Neon- • N!SPT) • 0. 75 """" Dopth is less than 10 feet ff NJ • Ncorr • Cn + 7.5 if D5ll l•s• than 0. 15 ,.

I I I

Cn NIH All•• lg)

2.01 13. 5!'i 0.40 1.63 18.Sl 0.40 1. •1 10.~S 0. 00 I.ZS 11. 30 0. "9 I.JS 13.03 0.00 l.12 13. "6 ll. 00 1.07 11.72

0. "' 1. 01 20.30 0."9 0. 97 0.118 0.41! 9.93 28.69 0.48 0.89 0.0111 8.40 0.85 27.1& 0."9 0. 78 0.00 0.40

e. 7C 10.83 0.00

CYCLIC STRESS INDUCED FACTOR RelllRXS STRESS RED!JCT STRESS []f

RATIO COEFF. RATIO SAFETY

0.197 0,99 0.26 0. 76 NO 6. W. 0.269 0.99 0.26 l. "5 HO G.W. 0.153 0.98 0.25 0.60 NO G. W. 0.164 0.98 a.2~ 0.64 0.189 0.98 0.28 0.67 0.195 0.97 0.30 0.&S 0.170 0.97 0.32 0.53 0.285 0.96 0.33 0.86

-0.1181 0.95 0. 34 9,473 e. 94 0.34 1.li'

-0.l!llll 0.93 0.35 0.428 0. 92 0.35 l. 19

-t.1181 0. 911 0.36 0.157 0.85 8.34 0.•5

I I I I I I I I I I I I I I I I I I I

11890168-01

1.

2.

3.

4.

5.

6.

7.

8.

9.

Appendix A

References

California, State of, Special Studies Zone Map, Murrieta Quadrangle, Preliminary Review map, dated July I, 1979, Scale 1" ~ 1000'.

Department of Conservation, Division of Mines and Geology, 1972, 1985, Fault Rupture Hazard Zones in California, Publication 42, 23p.

Revised Special

Envicom Corp., 1976, Seismic Safety and Safety elements, Technical report for the County of Riverside, prepared by Envicom Corporation and County of Riverside Planning Department.

Kennedy, M.P. 1977 Special Report 131, on the "Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California "by the California Division of Mines and Geology.

Lamar, D.l. and Swanson, S.C., 1981, "Study of Seismic Activity by Selective Trenching Along the Elsinore Fault Zone, Southern California", dated February, for U.S. Geological Survey.

Leighton and Associates, Inc., 1987, Preliminary Soil/liquefaction and Fault Investigation, Tentative Parcel Map No. 22318, Rancho California, Riverside County, California, Project No. 6870580-01, dated July 7.

---~' 1988, Geotechni cal Ev al uat ion of Liquefaction Potential for Revised Tentative Parcel Map No. 21184, Murrieta, Riverside County, California, Project No. 11881706-04, dated October 12, 1988.

, 1988, Additional Fault Evaluation Verification and Potential ---~

Fissuring and Subsidence Evaluation of Tentative Parcel Map No. 21184, Southwest of the intersection of Jefferson Avenue and Elm Street, Rancho California, Riverside County, California, Project No. 6861706-01 and 11871706-02, dated July 20, 1988.

---~' 1987, Compaction Report of Partial Rough Grading, 62± Acre Site, (Parcel Map No. 21184), Southwest of Jefferson and Warm Springs Creek, Murrieta, Riverside County, Project No. 6871494-01, dated October 27, 1987.

10. , 1985, Fault Investigation and Soil/Liquefaction Study for Lot 78 and Portion of lot 79 and 82, Temecula land and Water Company M.B. 8/359, San Diego County, Temecula Valley, Riverside County, California, Project No. 6840947-02, dated September 5th, 1985.

11. Mann, J.F., Jr. 1955, Special Report 43 on the "Geology of a Portion of the Elsinore Fault, California", by the California Division of Mines and Geology.

I I I I I I I I I I I I I I I I I I I

11890168-01

Appendix A (continued)

12. Northstar Engineering Inc., Tentative Parcel Map No. 21184, dated March 1986, amended April 1986, unsigned, Scale 1"•100'.

13. Ploessel, M.R. and J.E. Slosson, 74, "Repeatable High Ground Acceleration from Earthquakes, California".

14. Seed, H.B., R Muranka, J. Lysmer and I. Idriss, 1975, "Relationship Between Maximum Acceleration, Maximum Velocity, distance from Source and Local Site Conditions for Moderately Strong Earthquakes", report No. EERC 75-17.

Aerial Photographs

Photo numbers Flown By Date lliJ.g_ Oyadrangle

59,60 Riverside County Flood Control

8/10/68 1:1000 Murrieta

201,202 Riverside County 12/22/87 1:24,000 Murrieta Flood Control

15,16 Riverside County Flood Control

1/28/62 1:2000 Murrieta

I I I I I I I I I I I I I I I I I I I

R. Dark brc:1wr,, moist to Y~ry mt:1ist, coarse, very fir1e to r11ediuM sandy silt; abo1.rridar.t crganics, rootle:ts, crude-ly developed A-hori-:;:orf withir1 upper 2-3'

B.. Yellctw-browri tc1 red-browr~, rnoist, rnediurn derrse tt1 deY1se, !5ilty Yf!ry firre to medium sar1d; s.c-~tte-red pebbleo.s,. occasior-1al rootlets.

C. D·ark brc1wr1, ve-ry moist., M~dium der1se, clayey silt; oc-casior1al pe-bbles, mi~ac-e-i;:1t.1s, porous ..

D. Dark browri1 ve:ry mc1ist., m~diurn den:se., silty fine tc1 very coa.rs~ sar1d; occasional gravel, micaceous~

E. D;;trk brown, vt!ry moist, med i urn d@nse tc, dense, clayey silt.

F. Gray-browr1,. moist, loose, fir1~ tc:;:1 very cc:i~rse s.an.d; thin-bedde-d, micaceous, localized Jna:r1gar1ese !e'i.tair-1ing.

G:. Dark gray tc1 black,. very moist, rnedil..lfil de:nse tci dE"nse, cl.ayeoy silt; abur1darit Fe

2o

3 oxidiz.ed rciot traces..

I. Dark brown t-c:1 red-browr,, coarse-., silty fi11e- tc1 rnedium sand; ~bund~r1t

c:irg~nics arid rciot let.z.

J. Derk browr1, very rntiist, loose, silty fiYre to coarse sa11d; occ:-a:s.ic,r1al re.cits.

K. Red-browr1, very rooist, loo~e- tc1 mediurn de:Y1.se, fir1e to very coarse sal"!"d; occasiorsa.1 fir1e rciunde:d gravel.

F Attitude C•f c.bserved fault

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GEOTEOiNICAL BORING LOG

Date February 16. 1989Drill Hole No.

Project Dwyer Ranch B-1 Sheet..l_of-2..:.

Job No. 11890168-01

Drilling Co. 2-R Rrjlljo~ Hole Di!lllleter B" Drive

Elevation Top of Hole

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.12. I 13. orgar,ics, crudely developed A-horizor1

-;_~:~t #1 I- - -~ - - - - -

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GEOTECHNICAL BORING LOG

Date February 16, l 989Drill Hole No. _.B:....-..._l __ Sheet...z_of...2.:.

Project pwyer Ranch

Drilling Co, 2-R Drilljng

Job No. JJB'QQ168-D1 Trpe of Rig, __________ _

Hole Diameter 8" Drive Weight,_,1.14:1,Q~l,1.h11.s,_ _______ --'Drop 30 in.

El vation Top of Hole Ref or Oatwn e • .

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Total depth ~ 41' - ... Srciundwater ~1"1cou'l"lt ered at time dril 1 fr,g of

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GEOTECHNICAL BORING LOG

Date Fehr11ary 15 J 9Scj)rill Hole No~ Sheet_l _of...z.:.

Project pwyer Ranch

Drilling Co. 2 R Drilling Type of Rig __________ _

Hole Di!lllleter 8" Drive Weight . ...Jl,!14;,uOwl~b;;,s ________ ...;Drop 30 in.

Elevation Top of Hole Ref. or Datum

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GEOTECHNICAL DESCRIPTION ... .. 0 .. ... .. "' • .<: .<: .,.

1! .. :>: ., 0 ., .... ~ .. "' .... ~ .s Jo 0 c .... = .. ..... • c."' .. .0 " 0"" .. u .. c '-' '-' Logged by 1:1 p .. .. .... ..... = ... ..... "" "" "' .. • "" "-

<!l .. ..... ~~: . .... -"'

I .. >.. ,!< = ..... . Sa!llpled GLP < .... ..... 0 ~=- by

"' "" '-' 0 SM/ €L!.!!!Y!\.!!!! -· -· . ..:.... ... ":-

SW @'0. 0' Reddish-brown, moist, - ~.-~ ;_ 1_ ~ very }C10SE' silty 1 ___ !_~. fine to c-ciarse sand; with clay abundant - :.:....: .. .:.... ~ c1rgiitnic, crudely developed A-horizor1

-·:~·~·} 4 withir1 upper 2-3' ~· .. 1 4

- :" ~;. ,':....! 4 :....::.:..:..:

5 - -·-· 1 ~ ....:... ':: .:.._ .....:. ·. : ..... :. 2 I 2 - .·:...... .. :_ - '- - - ---- 2 l!'G. 0' Dark browr1, v.,ry moi!<t, soft to rnedi urn, ... ___

ML and organics silty c:l ay; scat t "red sand --- 2 - --3 - -- M/ --- 2

S>l @7. s• Same as 0. 0' ---- 4 10- '----

'--- 4 2 --.1 ___

"5" 2 .._ __

-· - . ~M/ @11. 0' Gray, very moist,, l00$~., silty fin" teo ~·.:..:.. ·- 3 . f.: -~.~ .... SP '""di um sar.d ...... 3 . :.::::...: 6 ....:...• • ..:.,L. • 3 ··-·.!....

• .,t....:..:. ...=-!. 3 . ·....:.. .·....:. ---•• ; ! : . $ 14. s• Grmy, 15- .. . - . saturated, loose, fir.e to very

• " • • T

5 .1 cciarse sarJd; occasional gravel - ... ~. 7 " SW 3 -..

• I Cl'••.~ ~

-==-~;..~ 3 -----.· ~- 8 SM @17. s• Gray, smturmted, rnediUM dE'nse, silty . -· - 5 -· - . very fir1~ sand . . - ·- 6 -·- ~

20_ ·-·--·- ~ 4 ------ 9 @20. 0' Dark saturated, -= -=-- 6 ML gr,.y, st; ff, cl,.yey

silt; scattered cal iche, s<0attered ..c=- 8 grave>! - ~ ---- ~ ----~.=ii. ~ _:_-_

25- --- 5 T- 10 .7 - ----- 11 ---. -- ~ --,... . ...::---=- c '---: .. @28. 0' Dark grc.oty~ ~at urated, locise te< medium .. . . . ~ SW deY"is~, me-di ur, tt• scu•1d .... very cciars.e

30 .. . . ...

son~ 12 /771 I P.iohton & Associates

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Date Febru11ri: J fi 1989 Drill

Project Ilki!~et: Ba Deb Drilling Co. 2-B Or:;iJJiuQ Hole Diameter 8" Drive

Elevation Top of Hole

" ., • ... " 0 ....

..= ..= ... "" " ::.: "' 0 ... ... "' 0 = " 0

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

" ., .. ... = .... ....

Q "" \:> ... ... ~ = .. I

... " < "' "' JU : ;-::-.-=-:: 11 8 --::' ...:,·: ;...; e ~·~:--=:-

.... ..:...;. ! ....r.. ~ 9 ~· ..

I :-. """"l" •.+

"'.::...T..::...-; ~ .~ ·:~

.. .. 7..::..:.:.::. .. -· ..........

35_ : .:....a.:_~ ~· .. .:..;...· ~

·-·.~ . :.· .. ~: .. ~· .. ....:. '· .:......·& .·....!.. ' ..... . ~.·~. .. .. ·.: : .. ..... -. . .. .. . . . . .. . . . . . .. : ... :-: : 16 40- . •. : .· : ·. .. . . 12 18 - . 42 . .

. -- -• -

45- -. .. . .. - .. . I-

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

o;11M 12 /771

GEOTECHNICAL BORING LOG

Hole No. B-2 Sheet_z_of .2.:. Job No_ ·]] 6~0] f26-Ql

Type of Rig

Weight 140 1 bs. Drop ~Q in.

Ref. or Datum

>.. . .... ,,,. .. ,.... ... " "' • GEOTECHNICAL DESCRIPTION "' .. • "' "' = .... = ... .... • ., " ... = r.J r.J

Q "' "' " • Logged by r.1 p . .. ... ..... "' >.. :a = . .... • GLP .. 8 0 ;;> Sampled by Q "' ._,

--- 0ll~~~~m_i~£nt~~ SM -@30. 5' Grmy, s"t ur<1ted, medium dense., milty

very fin" to fine sand l sc:<1ttered . root let• I •

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@:37. 0' Br-ay-browr1., saturated, de-r,~~ to v"ry SW . der1se, ,..,di UM to sand V@ry coarse , .

-.

. Tot ml depth " 41. 5' Groundwater encour-.t ered at 16' .. t tim@ of . drill i r.g -BaC'kfilled at ti .... of drilling -

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GEOTECHNICAL BORING LOG

Date February 16 J ggprill Hole No • .,.B~~,..3 __ _ Sheet,.l_Of..2...:.

Project Qwypr Raprh

Drilling Co. 2-R Drjlljpg

Job No ._1:..:1..,8..,90""1._.6""8--0""1'----Type of Ri.._ _________ _

Ho le Diameter 8 11 Ori ve Weight._.,1,l.:14:110.....1.l 1.1.bs"'"'---------'Drop __ _.3.,Q.__--'in •

Elevation Top of Hole Ref or DatWQ • .... •

" "' • ... ..,, ., ..... DESCRIPTION ... ., ., ~ ... ..... .,

"' • GEOTECHNICAL .<::: .<::: .. "" "' 0 "' .. • .. "' .., ... :;- 3 ::I ;. 0 c .... ::I ... ..... • "' ., ... -"' ., 0 ""

., " ... = "" "" ., ., .. .....

~ ..... ... c "' "'

., • Logged by r:I D ;::, .... '-" ... "' "" .. ..... ... -"'

I ... ~ : ):;- :i = ..... • < 0 0 ::> Sampled by GLP

"' c ..., "' '-'

u . >: ·: .. ·:·: a!.l..\!.Y.l\!.!!!

- - (!10. 0' Dark gray tc• bl a<ok, MOi!St., me-di UJll ............ :.:.~.\:·: SW dense, very fin~ to rnedi ""' sand; -: . ': ·.: ·: 1 12 117.8 8.3

dant or-gar1ics, crudely dev"l op,.d - ... horizon within the uppE'r 2-3' ..... ·.·: .... . . . . . .' .·.: ... -5- : .. :.;.:'::.:~ .. . . . 2 2 115. 6 13. 8 .. .......... : .. ,·: ......

. £~~::~.·~· --- - -- - - -@7.0' RE'dd i sh-browri, .... t, med i ur11 derrse, -

mbun-A-

silty ... ~-:-:..::....-r: SM~W ;:f~i

meodiur" to VE'ry coarse· sand; sc:atteered

- grav"l

10- r":i 'i : ~ '.:1 ..J.....~···· 3 18 116. 0 11.3 ··: . .;,::. :;.: . :="":. ~ ":-':-, •

~.:.i J':: ..:.:-·....t.! ~ . ~:T: :·:i . ~

·.:.~"2--2. .1 . ~.:·-~ -, :.+'.-:;.< -15 -

..... ,_,. ~:· i;;~ 4 32 125. 0 14.6 ~--

....:...-.•....:.... ·. SM$w @15. 5' R.,dd i sh-browr1, saturated, d&Ys~e'J silty - .... ·~

~7-~-:. fine to c-cia.rse sand; sc:at t E'red grmv.,l i_;_ ::·-:f -• ~--....t.:. ...!.:.·~-- .,":...,;......·.~ -

-r .. ·~:~· ~·::.:~ . 20_ ~~.,~~ 132. 9 11. 5 . . ~ . . 5 51

-=-=-~~·.;..: -.:.,._- .. ~7~~

-·'1.-..J . ..:..p -:· L~::· ~···~ -- ............. . ·-..: .. ~....:... ~· .. -·. - -:....:... : :....... -...

25-:;..:·. -~ 0:-.::..~ 6 20 113. ( 19. 9

- -;. ...;.. ·.:.... ---' ....a.·..:..:·. - • !..:. j.:,.. SM/ @26. 0' RE'dd i sh-browr1, saturated 1ned i 1,.,m - .....:... ! ....,.. • - der1se.i, • '--i-'- • .:....,. SW si 1 ty, v"ry fine to medium sand - _ ... :" :.~ -...... - .. - . . ~·~·:-ii ...

30 1="'i.:.. :...;: .. · .. ·~~

S·O()!\ f2/771 Leiahton & Associate~

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GEOTECHNICAL BORING LOG

Date February J 6. J ggsprill Hole No.

Project Dwyer Ranch

B-3 Sheet.....z...of_.2=.

Job No •. JJ8q0168-0J

Drilling Co ._"""'"'2,,;;-JlR....l.!P.t;rJ.i .1...l l.1...1.u· n111g,_ _______ T.ype of Rig, ___________ _

Hole Diameter __ ...... a_,, __ Dri ve \'leight_.....i.l ,.4.1<Q_..J .l'b,.s ________ ..:Drop __ ...;3,:;0.,_--'in.

Elevation Top of Hole Ref. or Datum

>. • tJ "' • .. ,,,. "'.-. GEOTECHNICAL DESCRIPTION .... "' ::i! .. .... "' "' -= -= ... ..., .. 0 "' ... - oil "' .... g. .3 :I "' ~~ = .... :I .. -•

0. " .. .c " " tJ .. = uu " " ... .... " ... ... Cl 0. .. ., Logged by "' p ::i ""

!,;) .. I- 0. "' "' ...... -"' I .. ~ "' ~ ~ = ..... RP < "" 0 0 :::> Sampled by

"' Q u "'~ 30 7 18 06. 1 27.7 -:-:...::7..! . . . . . "

~-- aii~~1~@_1~2~t~t -=·--....:. -- @31. 0' Gray, saturated., stiff to very --- -- -- cl"Y"Y silt; micac~ous --- CL/ --=-=- - ML -=---~~ . -- ----

35 ------ ------- -- ----__ -_-_ ------- ----. =-=-- ---

40- ------ 8 32 14. l 9.3 --. - Total depth 41'

stiff,

Grt:1undweter er1C"ou-r1t ered at 14' at t i JOe' of . .... drillirig

- - E<ar:ok f i 11 ed at ti Me c•f drilli\'\Q

45 - -- -- -- -- -- -- -- -- -- -

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GEOTECHNICAL BORING LOG

Date February J6.)989Drill Hole No. B-4 Sheet,.L_Of ..2..::.

P · t Job No. 11890168-01 l"OJ ec D"u'er Ranch

Drilling Co.,~~2~-~R:...1.Dur~i~l~J~1.,·9~9...., ________ ~Type of Rig.._--~--~------

Hole Diruneter 8" Drive Weight,_ ...... l..::14"'0:....i.l .. b,.5._ _______ Drop, _ __,3"'0"'---'in.

Elevation Top of Hole Ref. or Datum

>.. • u "' .... ~ .. .-. GEOTECHNICAL DESCRIPTION ..... " ~ .... ..... ., "' •

.c .c .. .,,, "' 0 "' .. • .. ti) .... ... ~.3 :> " "' 0 = ... :> .... .... • 0.. " ... ,c " 0 "' " u .... = '-' '-' Logged by " " .. ..... :> .. ..... Q 0.. .. " • "' p "' "' c.:l ... ... 0.. "' .. . .... .... .... tll

I .... ~ " >.. 51 = .... . ...: ' c.. .. .... 0 0 ::> Sampled by t::I p

"' Q u "'~

u - . .. : l:;Msw 8l!l,!.Y!!!.!!! . · ...

t~~ I• - ~ @0. 0' Dark browr1, MC•ia.t, loose, s.1 lty fine to

coars~ sar1d; "bundant orga.r,i cs, oc:- I -.:.': .... :-:-- ~ ~ c-a.E.ional ~~~~ gra.vel, crudely deveoped A-

:·~ ~·--=- l 3 horhon . -

~.:~.:. 77 3 .... - - - -- I• . . '! ·'o• •. 3 ..• ',··· ... SW @3,. 5' Redd i s.h-browr., moist., loose, raediurn to .... s- . ... ~~· 2 ,. •O .. 2 very coarse s.and; occ-asicinal gravel, ·o· · ·. 4 . . .··o·· !0Catter1>d pebbl1>!0

·:.: :o: 4 . . ·. ·. :_. ~ ~ I·

+.= :---: . 2 e---3 I - ::.~ 2~ l ' SM @7,.5t Redd i s.h-browr.1 moist, very loos..e, ,;ilty

2 very fine to finl> s~u·1.d; pyri tic: . . ::~+~ 10_ -....... 0:0- •

l :.~ ...... r-r:--·~.- 4 2 I -.:... -:- ..:.. -:-

1::iw/ ,,. ,,. ... 1 @11. 0' same as 7. 5'' exc:ept 11ery fine to ... ~ _,,SE, . . . . medium

. . ~ sar1d, 11ery moist . . . . . -.. . 3 I - ... @12. 0' Sarne as. 11. 0 1 ' exc:ept saturat1>d .. . 5 3

' ..

4 .

I . . ' I :

15 - -,.:... ~ ~- 3 ---_,, ____ 4 @15. 0• Reddi sh-brctwr1, s"t urated, lciose, s.ilty -; -·· I . ·-.-·- 6 SM/ -·. ·~· 4 f i "" to very c-oarse $il:Y1d; "bundar•t ... . ..,.. SW .. 7..::._~t.:_ ~ pyrite

I

-·: --·· 11 • "o?.- .. ·....:.. I -.. : . .:. ·~ ·. .·..,.L·-~

7 11 i-:,..·.~·-

11 . . -=·-::.= f:

20-~-~<~~ ~

5 8 10 ---

l!'20~ 5• Redd i sh~brown, saturated., rnedi urn " - ... ':"';' -:-::~~ 8 SM dense, v .. ry fi 'YJE' to tine sandy s.i 1 t; ... --::-..:.::. T=""....::. "bundar•t pyrite ....... ----- a•....,&. .......... .... ....... :..:...:.

"';.' : . ,.:. : . ' . . -.. ..._ ........... 25- ::-- .. :..·: .·: 9 -

..,;_,"_ "J.......'.: 9 14 ,_ __

.·..:. : ...:... . '"7-~:~ 16 SM/ @25. 5' R"dd i s.h-brown, saturated, medium .. -y-,,,:!_:.~ ... SP dense-4 silty tinr;o tc• medium sar1d; .4,.:. .. •__.;1. •

. . ·...:....·- - occasi or1al pyri tr;o ......:. •• :...;,,. 4

-:. ~:--:"' -30

.. ~·-·""':' -.-.... . .,

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GEOTECHNICAL BORING LOG

Date Febrpary J 6 J 989 Drill Hole No. B-4 Sheet_Lof ..2::. Pro j ect._....,::D:.:,w.i:.;ve=.ir"-l.lR.ioa.1.,1;nc~h.l.--------------...;J ob No .__,]'"'1""8.._90.._l,.,6"'8'"--.,.01.__ __ Drilling Co. 2-R Drilling Type of Rig.._ __________ _

Hole Diameter 8" Drive Weight _ _._l_._4..,,0_l .. b..,s.,. • .._ _______ Drop __ _..30.._--'in.

Elevation Top of Hole Ref or Datum . .... • u "' • ... .,.. 111.-.

GEOTECHNICAL DESCRIPTION .... "' 0 .. .... "' "' . .c: .c: "" -0 ::z: "' 0 "' ~ • "' "' .. .. ~ .s :I "' 3' 0 = ... ... - • ... "' ... ~ "' 0 "" "' u ... = uu

Logged by "' "' ... .... ::1- - c ... ., "' • GLP

Q "" t;l ...

E-- ®' "' ... .... ... .... "' I

... "' >. ~ = .... . < ... ... 0 0 :::i Sampled by GLP "' c u "'~

• "";-+.~ .. :.;•;_..::

10 4 €H.!!.!~!.!.!!!Li£2nt ... 2-.. -;.~·=--~ 4 ,_ --

@31. 0' Redd i sh-browri, satur"t"d• loose silty --r. :"'T""" .... SM ::"""O ':-0 5 very fi "" to fine $.~r•d; abunderit ... -:-:....::...\ ~ --I-.~ i....:. : pyrit"

-~~I..;: -~ ~· . .:... ....:..,.. ... .. .:...:.::.,,.:. ,..

....:. . ..:..:.:. ~

35- -. "-7 ~ ;... ........-.·~· .. -"'"'I'""·-. . ..

... ~.i.7....::.. .. ..!.& • ·......: • : ~- l-f --··-· ,.

~--.. <-..!" .. .:... :....:.. • =........ ••

. !. • • ~ '...! SM/ @37. 0' DOid< gr01y, SOit uratl>d, medit.•M ....:....::...:... ... de-rise., .. • "--"·· !- SP silty . 7~~.-- very fine to me-di urn sarid ,. ··""'- ..... . . . . 40- -·-· 6 • I < • --·-

~···· .::.: .. :·'f; 11 6 . ':: -:-•. ·..:. 11

- ,. Total depth .. 41. 5' . .. Groundwatl!'r er.count ere:d at 12' at time: C•f

• drill i rig

45_ Bac-kfil!l!'d .. t •

time C•f drillirig

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Elevation Top of Hole

-:.,..,.......:._ ~-.-·""":" --. ~ . . ·~-·-..&.

.......... ...J..

- !..:~ ;_.: . :.... -:- .:_. : i ...:. . . .,;....

10 - ~-··7..:.

- ~~-~· .: • :_:_-: J>_

-=-~ -:-...:. -~: -:....: ---· .. ..::.-:~~

- --- .,.!...

- nt'\11 r.., ;-,r-y,

"' "' .,, " ... ..... ... ... <

-

l 13

2 10

--

3 l l

---

4 6

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5 23

---

6 18

--....

GEOTECHNlCAL BORING LOG

ll 0.

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She" t_l_o f .1..=. Job No. ll89016f,;.Ql

in.

Ref. or Oatum

10.0

- -

. GEOTECHNlCAL OESCRIPTION "',....

"' .. "' .... . uu ..... ~Logged hy __ ~_.1;r.~1.i;_o_~~-----~ .... . ~ 2, Sampled by r:1 o

SM/ 8ll~Y!~m SP 0.0' Red-browri, rnoist, rned;um denseo,

silty fine- tc.• rnediurn sar1d; ab1.rr1dal"rt cir~anic::s.. scatte-r~d pyrite 41 crudely de-vel Ctped R-hori zon

--SM/

131.2 13.9 SP

(114 .. 0, Same as. 0. 0~ f s:~cept dark br-c1WT•, very rnciist

19.3 ,__ -116. 2

~ SM/ @10. 0' Sarne- as "· 0'' exC'ept scattered or-- SP gc:tnics, saturated, 01nd sciilttered

gravel

----SM/

@14.0' Sarne as 10. 0' , except lc1c1se to trtedium

TI3.4 J 9. 2 SP dertse, r10 obsE!"rvE?d orga.r1ics

TI9. l 19 .4

20.9 18.4

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GEOTECHNICAL BORING LOG

Datefebniary 16 1989 Drill Hole No, .,.Bi.;.-_,5'--­ Sheet..2.._of..z..:.

Project Dwyer Ranch

Drilling Co, 2-R Drilling

Job No • ...;..!l..!.1~89~0"-!1~6~8-~0"-!l __ Type of Rig ___________ _

Hole Diameter~•Si.;." ___ ...:Drive Weight.~---•1~4~0._.J~b~s--------_:Drop 30 in.

Elevation Top of Hole Ref, or DatWll

>. . " "' ... "" .. ,.., ... ., 0 ... ..... .,

"' • GEOTECHNICAL DESCRIPTION ~ .= 00 .,, z "' 0 "' ... • .. 'Jl

';::; ... ;;- .3 = ., "' 0 =""' = ... .... • "" ., ... "" ., 0 ..... "' " ... c: u u ., "' ... . .... = ..... ..... c "" "' "' • Logged by "' D c ..... "' ... .... "" "" .. . .. ... ..... 'Jl

I ... ~ ~ >. ,ll = ..... • < .. ... 0 0 ;::i Sampled by

"' D 'Jl "' u 'Jl '-'

30 ~·-· 16 ll3. 7 20.7 . --' . ..:...

-':"':..::.~...:. - 8!.!.~Y.!.!!!1.!~i~Q~t=...2-

• :...-7 ;,....-:': ~

·.~:~ .

- :-.;_7..:. ~

..i... • .=.-· . . ._., ""-. ~...:_;7:- ~

35_ .....::-·. ._ .::.... ·~ ....... --·-· . .'-... -;-::.....\ - ---: ..:.....·-

@JS. 0' Dark tc• black, sat \.1rated, medi urn .........:.--· gray -_._ .. _ - SM sand; pyrit ic -·-· d£tr1se., silty very f i "'" -~-:---:-:-.:..:,. .,;. -~·--- ---'· ""-. -'-. -'-'. --·-~~

40- -·-· -29 121.l 16. 9 ·-·-~.':_ . .. ....:. .. -

- - Total d .. pth - 41' Grour1dwater- e-ncc11.1 rit 'e:red .. t 11' at t i illE' of - - drill ir.g

- - Backfi l l"d at time C•f drill i r.g

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GEOTEOINICAL BORING LOG

Date February 16, 1989Drill Hole No • ...,B'--""6 __ Sheet..l_of..z....:.

Project._~D~w~y~e~r....!.!R~an~c~h'-----------------'Job No. 11890168-01 Drilling Co. _ __.2..:-:iR.....,D.,,r.,,j_,,J_,,J_,,jJJn<;g ________ Type of Rig._ __________ _

Hole Dia.meter ___ ~B~"--=Drive Weight._....JJ~4~0.l....Jl~b~s,__ _______ ~Drop 30 in.

Elevation Top of Hole Ref. or Datum

.... • u "' . ... " .... .. ..... GEOTECHNICAL DESCRIPTION ..... " 0 ... .... "' .i:: .i:: "" ""' "= .. 0 "' .... • .. "' ... ... ~ .s = "' 0 = ""' = ... .... •

0. " ... ..c " 0 ..... " u ... = r..J r..J

" " .... ..... = .... .... Q 0. "' " • Logged by r.1 D Q ..... <.!l ...

r- ~ "' .... ..... ... .... "' I

... " .... .Q = ..... . < "- .... "" 0 0 Q Sampled by r.1 D

"' Q r..J "' '-'

u >M/ -·-· 8!!!.!~!.!.!fil ··-:~ -..--: ..:.. :-:-....:. - SW . @0. 0' Dark brown., very moist, loose! l<i l ty

- 7+~ ·-::..: fine to coarse sand; abur1dant c1rganics.,. . ""T"":"'""'"" c:rudel y developed A-horizors within th .. ·-·--......... _._ 4 2-3' ·-'""" upper ...-...-. l 4 .. ~~~-;; -. :-- .· "-:- 5

5 -·-· -- . ·...:. . ...:... - - - - - - -~·--. SM @5. 0 1 Same ·"---=- .. - 3 16.1 as 0. 0'' """"Pt scattered grav.,l - -:~· :-;... -

2 4 and .... t ... ·:-:.-~ 5 -

. ~ :-:-- ":"'"7- :·+ 4 ---... : .. : . 3 5 SW @8. 0 1 Redd i sh-browY" saturated, lot1m.e, fine

... 5 te< very cc;:;iarse 1<and 10_

.. ... 1. ..... - - ~

... 4 4 -. ,, ... 5 21.!

SW I @10. 0' Sam., .... 8. 0'. exc:.,pt occasional firfe I• - . . :- :~: ·. ~ 7 SM grave-1, medium de-n~e-!1 ·~ ~ ..

. . ... . . : : .. . . 4 . -.. .. 5 4 • - ... ,_

7 .. .. .. 15 - .. ~ 6 3 ..

5 21, l ,_ - ..

... 7 .. - d . .. ' ..

4 . '. 7 - • 6 '. -· ·.·. · .. 5 .

20 -• 0 •. ..

. 5 .. 8 '. 10 16 .! - .. . . .. 10 - '- -• . . -- -... . - . -. . -25 - •• .. 9 7

. . • 15 . --·--. -- ----- 16 -·!.....:. SM/ @2b. fl!' Redd i sh-browY1, ""tur.,ted, rnedi urq - ·-·--:'. - .. SW de-rise, silty fine te< co~rs.e ~arid . .,..... -.----... - - - . . __!..__•...:... --~.:-~ - '· .

30 _._._

I GEOTEOINICAL BORING LOG

Oatefibrnary 16, 1989 Drill Hole No. ~B"-"'6,,_ __

I Project Dwyer Rapch

Drilling Co. 2-R Drilling

Sheet..2.....0f .z..:. Job No •. 11890168-01

Type of Rig, __________ _

I Ho 1 e Diameter _ _..8_" __ ..;Ori ve Weigh t __ l:..4:..:D'-'l'"'b"'s'-'.'----------Drop_ ..... 3""0'---'in.

Elevation Top of Hole Ref. or Datum

)., <.J "' • .. ... "' .--. ..... " 0 .. ..... " "' • GEOTECHNICAL DESCRIPTION ..= ..= "" -g z "' 0 "' .. • "' "' ... .. "" 0 " :. 0 i::: ..... ::I ... .... •

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JU 7 : . ...:...:T·;.. -=-=.:..... 15 --- 8J.hr:d_1,1_r!Li<;:c;o".!!i.,_1.. -- 17 ML/ @31. 0' Dark gray, saturated., v~ry stiff,

- --. -- silty clay I

--- CL . ---- ---I ----_- ~

---35- -- ~ --------- -I ----- ~ . --- ---- ~ ----I ------ -- -

40- --~--- - 4 ---I --~ @41. 0' Dark gr«y, saturated, rned i i..un deJ1se, -- - - -SM-- -+ ~ ~ silty ti ... ., sar1d . - .. very

- Tot«l depth - 41. s, I - - Groundwater ~ncountered at 10' at t irJlet of

. dri 11 ing B<lckfilled .. t time of dri 11 ing I

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I SOIL TYPE OR SOIL DESCRIPTION ·.OPTIMUM MAXIMUM

SAMPLE LOCATION MOISTURE (%) DRY DENSITY (pct) .

I B-4, @ 4' to 7' Reddish Brown Medium to Coarse Sand 8.0 135,0

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TEST METHOD:

I Project No. 11890168-01 [l][] MAXIMUM

I Project N-am.e Dwj'.er Ranch DENSITY TEST RE SUL TS Date Figure No.

3050 688

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NORMAL. STRESS (PSFl

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CESCAIPTION SYMBOL BORING SAMPLE DEPTH (FEET)

COHESION FRICTION SOIL HUMBel'I (PSFJ ~HGLe TYP!! HUMBEl'I

Remolded ~~c:o% 0 B-4 1 4 ,. 7 0

e<'free

36 SW

Pra;ect N<>, 11890168-01

Dwyer Ranch

DIRECT SHEAR TEST RESULTS

-------------------U .S . Stood atd SI eve. ~--- tnehei!I---~ ~-----U.S. Standard Sieve Nufltero-----..

2 1-1/.1 I 3/4 I /2 3/8 4 8 10 16 30 40 50 IOO .' WO

Gt al n SI•• 'In M Ill i melo rs

Gravel ' Sand I Coars-e I Fin"' ' r- f'O l I n I

Deplh Field Cu .~c Percenl Perc-ent Symbol Hole Sample

Mor~tu re J10 030 060 (D '" )' ra .. 1ng Pa!'l!ing u.s.c.s. No. Na or Doo/11IO El ... (%) DIO:tO&O tlo.200 Zu

0 B-6 2 5 16.l 36.8 SM

b. B-6 J4 10 21.9 .11 .45 .90 8.2 2.05 8.3 SW/SM

0 B-6 6 15 21.l ,14 .4. .80 5.7 l.58 5.6 s.i/SM

~----- Microns 40 30 ro 10 7 5

- 70

.50

ttffif++++t-140

30

10

0001 °

Sil! I Clay I

GRADATION TEST RESULTS

Lr Project No. l 1890 l 68-01 Project Name Ow~~[ !l,and:t

3 8 . Dale _l_7_/_9 __ F1gure No. __ _ :ill 3035 188

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4 a ro 1e 30 ~o 5o 100 -:·' 200

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Groin Size 'In Mlllimelen

Gfe\1-sf Sand I r:oar~e I fin• ,., ., .. I I ~·· I

Depth FloM Cu u r-ertf!nt Percrnt Symbol lfol• Sample

Ml')i~'ure D 11 030 060 (D ,'!£__ !'1'51n~ Pas9!n9 u.s.c.s. No. Nn or D'6o/DPQ El.,. (%) 010~ 060 lfo.200 2u

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0 ~-6 8 20' 16.8 .11 .22 .79 7.2 56 7.0 SM/SP

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Sill I Clay I

GRADATION TEST RESULTS

Projec! No. 11890168-01 ir~ Projecl Name Dwyer Ranch

Dale 3/7 /89 Figure No. [ __ l~---- 3035 188

I I I I I I I I I I I I I

Gi!NERAL EARTHWORK AND GRADING SPECIFICATIONS

1.0 ~neral lnt .. nt'

2.0

These sp..cifications present general procedures and requirements for grading and eorthwork as shown on the approved grcding plans, induding preparation of areas to be filled, placement of fill, installation of .subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the eorthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifieations or the recomm~dations of the geotechnical report.

Earthwork Obse!'vation and Testina

Prior to the commencement of groding, o qualified geotechnicol con.sultant (soils engineer and engineering geologist, and their representatives) shall be employed for the pvrpose of observing earthwork procedures and testing the fills for conforrl')once with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequote testing ond observation so that he moy determine that the work wos accomplished as specified. It sholl be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly.

It shall be the sole. responsibility of the contractor to provide adequate equipment and methods to accomplish the work in aceordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If; in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resu I ting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the eonditions are rectified.

Moximum dry density t .. sts used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials test method ASTM 01557-78.

I 3.0 P;eoarotion of Areas to be Filled

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3.l C!eorina ond Grubbino: All brush, vegetation and debris shall be removed or piled and otherwise disposed of.

3.2 Processino: The existing ground which is determined to be satisfactory for support of fill shall be scorified to a minimum depth of 6 inches. Existing ground whieh is not sotisfoctory shall be overexcavated as specified in the fa II owing section. Scarification shall continue until the soils are broken dawn ond free of large cloy Jumps or clods and until the working surface is reasonably uniform. and free of uneven features which would inhibit uniform compaction.

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J.3 Overexcovation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the eonditicm, shall be overexcovated down to firm ground, apprc:ived by the consultant •

3.4 Mc:ii~ture Conditic:inina: Ov!i!rexcavated and process!i!d soiis shall be watered, dried-bock, blended, and/or mixed, as required to attain a uniform moisture cc:int!l!nt near optimum.

J.5 Recoinoaction: - Overexeavat~d ~d pr~ce:ss;;d soils ,.,;.,hich- ho~~''i:,~n-pr~perly_ mixed and moisture-conditioned shall be recompc;icted to a minimum relative compaction of 90 percent.

J.5 Senchina: Where fills are to be placed on ground with slopes steeper than S: l (horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep,· shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm matei-ial for a minimum width of 4 feet. Ground sloping flatter than 5: ! shall be benched or otherwise overexcavated when considered necessary by the consultant.

3.7 Aoaroval: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement.

4.0 Firr Material

' ' 4.1 General: -Material to be placed OS fill shoff be free of organic: matter aiid other deleterious substances, and shall- be approved by the consultant. Soils bf poor gradation, expansion, or strength characteristics shall be placed i..; areas designated by the consultant or shall be mixed with other soils to serve as satisfactory fill material.

4.2 Oversize: Oversize material defined as rock, or other irreducible material with· a maximum dimension greater than 12 inches, shall not be buried or placed in fi Ifs, unless the location, moteric;ils, and disposal methods ore specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. -Oversize material she'll not· be placed within~, a feet vert!colly of linish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant.

4.3 lmoort: If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1.

I s.a Fill Placement and Compaction

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5.1 Fill Lifts: Approved fill motel"iol shall be placed in areas prepared to l"!i!Ceive fl II in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultorit may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer.

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6.0

5.Z Fill Moisture: Fill layers at a moisture content less than optimum shall be warerea and mixed, and wet fi II layers shall be aerated by scarification or shall be blended with drier material. Moisture.conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content at or near optimum.

5.3 Ccmoaction of Fill: After eac;h layer has been evenly spread, moisture­conditioned, and mixed, it shall be uniformly compacted to not less then S'O percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degre"' 9 f compdCtion.

5.4 Fill Sloc.,s: Compacting of slopes shall be accomplished, in addition to normal compdCting procedures, by backrolling of slopes with sheepsfoot roll.,rs at frequent increments of Z to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at feast S'O percent.

. 5.5 Comoaction Testina: Field tests to dieck the fill moisture and degree of

compoction wi II be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will b., token at an interval not exceeding Z feet in vertical rise and/or 1,000 cubic yards of embankment.

Subdrain Installation

Swbdrain systems, if reqwired, shall be installed in approved growrjd to conform to the approximate alignment end details shown on the plans or herein. The subdrain location or materials shell not be changed or- modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdroin line, grade or material. All subdroins should be surveyed for line end grade ofter installation and sufficient time shell be allowed for the stir'veys, prior to commencement of filling over the subdrains.

7 .0 Excavation

Excavations and cut slopes will be examined during grading. If directed by the consultant, ·further excovaticn or overexcavation end refiiling -of ~ut 'i'.Jr...as shall b"' performed, end/or remedial grading of cut slopes shall be performed •. Where fill­over..cut slopes are to be graded, unless other.vis"' approved, the cut portion of the slope shall be made ond approved by _the consultant prior to placement of materials for construction of the fill portion of the slope.

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TRANSITION LOT DETAILS

CUT-FILL LOT

-----------------------...;... ________ _:_-....:NATURAL GROUND 1- ··-

-- ---------- --§ • L MIN. j t ----:-CO-MPAC_T_E--:0-::-Fl_L_L. ;:.-:-:-:-:-::;:.-::: ~--i°\P:-~=-7- =~-::-:-I--:-:-:-:-:-:-:- 30" MIN.

• ·- ·------ ~i;.1'-~- ------- --------=-----------------------_-....;<.-=:""'_-:..~::.:~P!--:...::,..-_ "'A'V V\ I ~"" -+ ----------.-c.---·~~-~-- --- I ~:...., ::-~~~::.-=~s~~~_l)~-__;::<~:-:-:;: OVEREXCAVATEANDRECOMPACT

--:i;=-"71ic:;-\l --- "''" =-----=- ·•0" ----_;...-=-_-:... =.r.'C''.!:.--~--------_ ---- UNWEATHERED SEDROCl< OR _j r-- MATEi'!IAL APPROVED SY

f . THE GEOTECHNICAL CONSULTANT

CUT LOT 0

-

------------------.----------------.,....NATURAL GROUND 1- ·-----~------ _.... ~-- __ ..... - --- __. _... ~

- -::: . REMOVE_ - h - - - UNSUITABLE-.__ - - 5'

I ----------------------=-~------------------- ·30" 1"1"1. ::: : ..:::: :-- :---:..._-_: ::-::-:-: =~..:=-:=:?-:~-:-:-:-::::-:-:-:~-=-=-=-=-::::-:-:-::::-::::-::::-:-: IYI I•

---~ "MATERIAL _... ~ .MI~~ ...

~COMPACT'Eo .::-_::::-::::~== l.'J''/I' • V\ 1"'' r..~ I ~-=-:E.~~~~:::g OVEREXCAVATE ANO RECOMPACT

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. UNWEATHERED SEO ROCK OR f r-- MATERIAL APPROVED BY -f THE GEOTECHNICAL CONSULTANT

NOTE: Deeper overexc;cvatian and rec;ampactian shall be performed if determined to be necessary by the geatec:hnical consultant.

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'

SIDE HILL CUT PAD DETAIL

. ~·:.:::.. ~ - -- .

NATURAL -- .. GROUNO ,,__ . ----.,,.. ---

OVER EXCAVATE -- PAO.

_ _,I

. . 5U60RAIN ANO KEY WIOTH REQUIREMENTS' DETERMINED BASED ON EX?OSEO SUBSURFACE

· CONOITIONS ANO THICKNESS OF. OVE.Fl6UROEN

I I·

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BENCHING DETAILS

FILL SLOPE

-------------~COMPACTED.:::::::~

FILL-OVER-CUT SLOPE --=--~~~F!Lt.~~--=-j. -~-=----::~---::r=-::~-===~:;::.;.;. -----"2:'°"---..=.:-:---~ .. ~ . -~~~--~ ;.;;;;.= --=---::::.."::"_-:...-_~~---.. t 4' r-·=

REMOV'" ----------- -- , .. i "· NATURAL 2--="'-------z~ ,.... ~

UNSUITABL! GROUND --.---====---=-=------:..:;.:;. ~ "\ MAT£RIAL \ _....._ - --=--~--:;:..:]»>1JJC L BENCH :

· - - ~-~-~----~ r SENC HEIGHT - - - . ~~l%MIN:-::,. __ .... -~------:J -- _,,,....-.: ·~

- - - ~!,. MIN.__::J - - - I 1.0WEST BENCH I

---Ta be c:cnstructed prior ta fill placement

CUT' FACE Ta Be CQcrscr;ictad Prior to FTlJ Placeincnc

CUT-OVER-FILL SLOP.E

z• KIN.I is• KtH. I UT 1--LCWt:sT IEHCH-i

DEPTH (lt£Y)

NOTES: LOWEST BENCH: Depth and width subject to field change

based on consultant's inspection. SUSDRAINAGE:. 8~ck drains may be required at the

discretion of the geotedinicai consultant.

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ALTERNATE A

"" -11 : ::

10' STAGGS:R (MIN.I

---... \ l rs' f'llN

3'J--WrNOROW (TYP.l

·~::i;~· MAX. (TYP.)

"'-5' MAX. (TYP.l % = ::s s:_i ;I ~_z_ ::: ~ = %

_ llO' MIN'. 1: .. :: ,:.·= .. # ~:· .. ·:; ~ ,. :: ·. ··--.......... ~~:.·~: . .:...:_

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:;;,v/ iE-./# =:Y.I'.-#/..::>< .<=,.w.iiiif;.,// .::::;{-'/=#=/// vW=/Y/ =

COMPe:Te:NT MATe:ttrAL OR BS:OROCK / (AS Oe:TS:RMINS:O SY THe: S:NGINe:ERlNG Gi;;OLOGIST OR SOILS ENGINe;::R) '

ALTERNATE 8 ' '- ' ZO Ne: A rs' MIN. " \ ' ' '

~ MIN.(TIP.I ' 1c-~.'""Y-z-~af ""f ... -?sr-'·+f.P..,.}::::iAa1

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l.. Al..L. Flt.L P'!.U$T Ill!: ).P~RQVI!~ SY 't'nt SOILS ::Nl'.ttN€~~ A.NO SJ.IOUl.0 BE C:C..'1.~A_C":"i:il TC AT LEAST !i;l;; R£~T1VE CC.~PACllOU (~~ C 1557-70).

=- Z~N( A !>tOUL.0 CONSIST or CC~PACT~O S~IL r1u. ~NLY (Ha ~CCK f~c.~£'!1S CVEA ' JNCH£S JN K.AXl1'W4 Ol~f.!'lS10N:J ...

3- zo~:. .... SJ-!Cl.::.O HAVE A 111Nll1tJ11 Tl11CX..-.i£S-S OF' 15 r::::.T (AS 5HC'\.IN). a;:T" JttJS":" .0.:T'E.'U::I l F'E.~ l.!;.LQ\.; T"ri,£ Ot~~!;!il" UTI 1.ITY ..

-4. -E.x::s::..:t avtns • :: .;;:;;:x. c:.::1.;:t....!:;:;:;:i.C\:~ .1~ ..u.us-=.s !~!t .JJt ~.:..T~-"'l~T!!.-A ...:!:!!'!. !- !~~!:C.T..!.a.."'t or .V.L.ft.:1.10.:.its ;.. OR s c;.H a:e .1111AOt !!Y r-r1! t;.:\Ti-n.Gii:' .. c::::u;~c~if-. il£~~11wa110:; c,. Thf s1rz. G.£.!J.""!:(Ti\v.

$'. MXil1W"'I Sitt .l.NO SS'J\C:INC a, -.1nDRC"..tS SJ.tOULO 8E ,,. ,,c:;:o~D.UlC:t Wint TH£ A!i:l\'lt ,IC".:~ES (Al..TtR­MAro- A .:.no II).

,_ \llPl.C;:!C",JS Sii:;;t.O 8£ aouc:£::> u• o:c.:.!J.:.T~;J it!.~'iC.~£S: • .&Jl'P~avEO c;;.. .. u-_,;~ S"i:ll,. (:t!!:·-~cu SM::ULD !!. '1.c-:;:i~c I~ ini ... ll~iJiU;:-..: :: F'lt..L. VOl:::IS. .:.ii\CU;;;~ .:.:.=i !(?l~"Ti-! R~cx:... ~i: ~~~ ,~Ac.k!hf:S O.•.EJt .3 r'C.£i IU ,...H:Z.r"iUJ't 011"1€:1.$1C:t ~MOUt.C 1!1!: USEl:I INi 'JU~QJl(I.:~.

1- AQtY.. Pll.C~~(.'i"T'. Ft.CCDINC: CF :.PPill'C'!J(!J! ~XANUt.AK FILL.., ~o ,,1,.t.. ,.~c~~t.~r S:HCUl..D Bt i:::tTll'i'U:USt..l" IM5~ECTtG 8Y THt ~tQTtC~~·~ CtCtH(£R.

Pro1ec< Na_ 11890168

_01

Nick Tavaglione Const. _

·:-··

OVERSIZE ROCK DISPOSAL DETAIL

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SLOPE FACE

ROCK DISPOSAL DETAIL

FINISH GRAOE ------~ ---~~--------------·

_-:-::::.f: _--_-~:~, ~-~-=:f:::::--:~o-M-P"~~E~ =;::::.f ~

---~~t!f~~:1!:~~~=~~~i~ --------..----t::::f-------~---------a::Ji . ---:r-===-~-~==~~~~===i~=~=~=~~=~~===~=~~=~=~=~==~=~=~~?-:

· iir...,. M jN-r:---:;::--------- -_-:...----~--------_-_-:.,.-~--------=-~:__:.:_ _:;:-?:-:-:::-:-:-_-:-:-:-::::..: 4' MJN. -:-~-I 5-;-M-l" -I~=-:-::::-:.------::::£7.......-------------- -:i::...- • I'• -:-i...---

:-::-:-:::=:=:=:=:=:=~-:..-:=0:-:=::::-::=:--===-=---_...:_~:----=::-:=:-:=:-:::-:::;-_--:.--_-_-_-:.,.-_-_-_-_-_,.._-:._-_-_ ----_-..,:-_-_-_-..,:-_ - -:..-1.:... _________________ _

•-------~------~------------ :r ______ _ :...-_-_-_-:.,.-:._-..,;::..._-_-_-_-_"':,.-_-:.,j ___________________ -:...-_-_ -------·-----:;z:-----------------------:...---5-----_-_-:_-_-_-:.-0V_E_R_S_IZ-E:------------ -------- -I WINO ROW

·~ I I I I PROFILE ALDNG WINDROW ------- -- -I -·- ---

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CANYON SUBDRAIN DETAIL ~NATURAL GROUND

BENCHING

SUBDRAIN Perforat!td Plp!t Surrounded With AL TERNA TE A: Flll11r Matarfaf

Allamate A-T

FILTER MATERIAL 3

9 ft. /ft.

COVeR a" MIN.---

BE;DOING

PE:i'!FORATED PIPE 6" il MIN.·

REMOVE UNSUITABLE MATERIAL

·: -; ,.

FILTER MATERIAL

Filter material shall be Class 2 permeable material per State of California Standard Specilica lions. or approved alternate. Class 2 grading as follows:

- SIEVE SIZE 1·

3/4. 31a·

No. 4 No. a No. 30 No. 50-

No. 200

PERCENT PASSING

100 90-100

-40-100 25·40 18·33 5-15 0-7 0·3

OETAll. OF CANYON SUBORAIN TUIMINAl.

llAT'IV'I!: llACll:l'll.C.

Attemattt S.-1

I

• •• I

SUSDRAIN INSTALLATION - Sub drain pipe shall be installed with perforations down or, at l=otions designat-=d by the geotechnicaf consultant, shall be nonperforated pipe.

SUBDRAIN TYPE - Subdmin type shell be ASTM C508 Asbestos Cement Pipe (ACP) -or ASTM 0275 I, SOR 23.S or ASTM DI 527, Schedule 40 Acry(onitrile Sutodiene Styrene (A8Sl or ASTM 03034 SOR 23.S or ASTM D 1785, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe or approved equivalent.

I SLOPE BUTTRESS OR REPLACEMENT FILL DETAIL

I I I I llcev APTH

OUTLET PIPES 4" i'.l Nonperforated Pipe, l 00' Max. 0.C. Horizontally, 30' Max. O.C. Vertically

::...•- ------------------;r. --=-=-=~ -:...-:~----:...-.,.--:-:------------- - - - - - -"- "' Min .. ----------?

iM!N. I ---K-EY WID~H------1 -EQUIPMENT SIZE • CENEi!AU. Y 15 Fl(!l;T

I

!Q. ~ .A•COM~AC'Tl!!l:;I Jl'll,,.£..

0 i-1MIN • .sEt...ilCT' ••catHa. ll.,l.l:XJi"n.L,.

•ttMIN. NCIH .. llJllJl'ORAnD rrJ11•

DETAIL A-A'

TES:

~lo~ket, back cut, key width and :ey depth .are subjecl _io lield..,chonge, ')eport /plans.

( heel subdrain, blanket drain, or 'ertical drain may be required at the lis,etion of the geotechnical consultant.

iURl)RAIN INST ALLA Tl ON - Subdrain 1iJW shall be installed with perforations lo'91 or, at lacation:o1 designated by he gee technical consul tent, shall be 1o'jerforated pipe.

iUllJRAIN TYPE - Subdrain type shall 1e ASTM C508 Asbestos Cement Pipe All or ASTM 02751, SDR 23.S or ASTM ) I 7, Schedule 40 Acrylonitrile Butadiene ityrene (AAS) or ASTM D3034 SDR 23.5 1r,TM D 1785, Schedule 40 Polyvinyl :;-, ride Plastic IPVC) pipe or approved ~...:::::: alent.

Al. TERNA T'E A .

fPJl,."tmt MA T'D11At.

3 "· ""- '--"~­T-Qll<>IECT!CN

FIL TEA MA TERJAL

Filter material shall be Class 2 permeable material per State of California Standard Speciflcations. or· approved alternate. Class 2 grading as follows:

' -SIEVE SIZE PERCENT PASSi~C

ALTERNATE B

1· 314• S/8"

No. 4 No. 8 No. SO No. 50

No. 200

100 90-100 40· 100

- 25-40 . 18·3:3 ft· 15 -0-1

o-s

DETAIL OF BUTTRESS SUBDAAIN TEAMINA~

f'it.. TEfl ,. ..iRIC r1.1&Rui t~M

,&.Wtlll(~ £0Vr.*.M.ati1

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RETAINING WALL DRAINAGE DETAIL

WALL." WATEi'!PROOFINQ P5R ARCHITECT'S SPECIFICATIONS----

FINISH GRACE

. . SOIL BACKFILL. COMPACTED TO 80 PEnCaNT RELATIVE COMPACTION*

-~,~,.~-,. ~ 0 b · IF.:f:f~~~ r" 8'" ldlN:" ~~~~:;;--FILTER FASFllC ENVELOPE

I ~ve:.R;Ai: ~:§::§::§" CMIRAFI 140N OR APPRove.o

• ~::§ EQUIV AU!NT) -a ----

' ~ ~: MIN. ~~: 3/4'"-1-llZ• CLEAN GRA-VEL -

I 0 :f:f~ . 4'".(MIN.) OIA~ETE."I PERFORATEl::J ' i; ~ PVC. PIPE (SCHEtlUl.5 40 OR .· I I ,. . . ::.::::::~ EQUIVALENT) WITH PE.."IPORATIONS

t~:t~~~:t:t~:t~~:t:t~~~~~~~~~~~= ; . • o • I~~~§ ~~~=~D1 cP~~e!~ ~::;~:T I -=~~~~~~!!l~~~~~~~!.l:,,..~~~~~:: LL. •

0

• ~j:j:j TO SUITAS!..S OUTU!T --.:::..=-:.:::-"':..~~~~~~- c_~_ -==..=:::-:::~

WAL!. FOOTING- mi - . f _ ""' I =i1t:1~ . (; LI · 3'" MIN. _

SPECIFICATIONS FOR CALTRANS Cl.ASS Z PERMEABLE MA TER!AL

U.S. Standard Sieve Size

i· 3;4· 31a• No. 4 No. B No. 30 No. 50 No. ZOO

: Passing

100 so-100 40-100 ZS-40 18-33 S-15 0-7 0-3

Sand Equivalent:> 75

. ""- COMPETENT BEOROCX: QR MATERIAL AS EVALUATED BY THI! GECTECHNICAL CONSUi.TANT

*BASED ON AS1"M 01SG7

**IF CALTRANS Ct.ASS 2 PeRMEASLS MATERIAL (SEE GRADATION TO LEFTl IS USEC IN PLAC5 OF 3/4'"-1•112'" GRAVS.. FILTER FABRIC MAY BE OEL.ETI;C. CAL.TRANS Cl.ASS 2 PERMEABL5 MATERIAL SHOUl.C SE CCMPACTEC TO 90 PEl'IC5NT REUTIVE COMPACTION*

..

NCT TC SCALE

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