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STATE OF CALIFORNIA-THE RESOURCES AGENcY
OEPARTMfNT OF CONSERVAilON
DIVISION OF MINES AND GEOLOGY BAY AREA REGIONAL OFFICE
380 CIVIC OfUVE, SUITE 100
PLEASANT Hill. CA 9452:3· 1997 PHON<, (41') ... 6-5920
ATSS 599·5920
Mr. Steven A. Kupferrnan Riverside county Planning Department 4080 Lemon Street, 9th Riverside, California
Dear Steve:
Floor 92501
March 21, 1989
We are placing on open file the following report, reviewed and approved by the County of Riverside, in compliance with the Alquist-Priolo Special Studies Zones Act:
Geotechnical feasibility investigation and detailed fault study, proposed industrial development, Jefferson Ave., and Jordan Lane, Murrieta area, Riverside County, CA; by G.A. Nicoll; Nov. 10, 1988; with addendum of March 6, 1989.
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cc: A-P file~/
Sincerely,
Earl W. Hart, CEG 935 Senior Geologist &
Program Manager
G. A. Nicoll and Associates 15621 Red Hill Avenue, Suite 210 Tustin, California 92680
Attention: Mr. Gerald A. Nicoll Mr. Gerald D. Horton Mr. Theodore H. Cody
=tiVc=t)ii>c count'! ?LAnninG i>c?A=ttmcnt March 9, 1989
SUBJECT: Alquist-Priolo Special Studies Zone Project 63944-01
Gentlemen:
Plot Plan 10983 APN: 910-014-067 County Geologic Report No. 583 Murrieta Area
We have reviewed the seismic/geologic aspects of your report entitled "Geotechnical Feas1b111ty Investigation and Detailed Fault Study, Proposed Industrial Development, Jefferson Avenue and Jordon Lane, Murrieta Area, Riverside County, CA," dated November 10, 1988, and your responses dated February 23, 1989 and March 6, 1989.
Your report determined that:
1. The Wildomar fault crosses the southwest corner of the project site, as shown on the Geotechnical Plan, Plate 1. Ground rupture at the site is possible along the delineated fault zone,
2. The site is subject to a Richter magnitude earthquake of 6.0 on the Wildomar fault. This would result in a peak horizontal bedrock acceleration of 0.58g at the site with a duration of strong shaking of 18 seconds.
3. The potential for liquefaction at the site is considered to be low.
4. Ground lurching is not expected to occur outside of the Restricted Use Zone.
5, The potential for sympathetic movement on the "mi nor" faults observed within the Pauba formation is considered low on the property.
4080 LEMON STREET, QT" FLOOR RIVERSIDE, CALIFORNIA 92501 (714) 787-6181
46·209 OASIS STREET, ROOM 304 INDIO, CALIFORNIA 92201
(619) 342-8277
G. A. Nicoll and Associates - 2 - March 9, 1989
6. The potential for seismic-related settlement or differential compaction is low.
7. Seismic-induced landsliding, flooding or seiches are not expected to occur on the property.
8. The site is situated within the bedrock of the Pauba formation and ground subsidence is not expected to occur.
Your report recommended that:
1. A Restricted Use Zone should be implemented, the boundaries of which are shown on Plate 1, Geotechnical Plan, in your report. The construction of structures within this zone should be limited to those not designated for human occupancy.
2. Buildings should be designed to resist seismic lateral loading in accordance with Uniform Building Code, Section 2312, for Seismic Zone 4.
3. During the grading phase of the development, geologic inspections and mapping should be conducted on the site. Overexcavation may be required along the minor fault zones within structural areas, where the bedrock material is disturbed sufficiently to cause settlement problems.
4. The trench backfill within the fault trenches will require compaction if any grading or structures are planned in the trenches areas.
It is our opinion that the report was prepared in a competent manner consistent with 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.
We recommend that the following condition be satisfied before issuance of any County permits associated with this project:
1. The recommendations made in your report shall be adhered to in the design and construction of the project.
G. A. Nicoll and Associates - 3 - March 9, 1989
2, The "Restricted Use Zone" shall be shown on project maps associated with this project.
Very truly yours,
RIVERSIDE COUNTY PLANNING DEPARTMENT Roger S. Streeter - Pl nnfng Dir ctor
SAK: rd c.c. Cryogenic Partners - Sid Chad1n
Greiner Engineering - Merle Schultz C.D.M.G. - Earl Hart Building & Safety - Norm Lostbom (2) Planning Team 5, John Chiu
I -I -I I I I I I I I I I I I I I I I I ..,, __
G .. A.Nicoll and Associates, Inc.
November 10, 1988 Project Project B3944-01
Cryogenic Partners, Inc. 2920 Columbia Street Torrance, California 90503
Attention: Mr. Sid Chadin
•.
.........
!:'.
Subject: Geotechnical Feasibility Investigation'\: ... and Detailed Fault Study ' ,,._
Proposed Industrial Development .... Jefferson Avenue and Jordan Lane Murrieta Area Riverside County, California
Gentlemen:
1. INTRODUCTION
a)
b)
c)
This report presents the results of our geotechnical feasibility investigation and detailed fault study at the above referenced property.
The purposes of our investigation were to conduct a detailed fault study at the site and to evaluate the general soil and geologic conditions in order to determine the feasibility of site development.
we have reviewed a technical reports aerial photographs. has been cited Appendix A.
number of geoand evaluated
This material in References,
Geologic and Soll Engineers
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Cryogenic Partners, Inc, November 10, 1988 Project B3944-0l Page Two
d) An 1''"'60' scale, undated, topographic survey prepared by To-Mac Engineering, has been used as the base map for our geologic mapping and is included on the Geotechnical Plan, Plate 1.
2. PROJECT DESCRIPTION
a) It is our understanding that the subject property will be used as an industrial development.
b) Structures probably will consist of high one-story concrete buildings with slabs-on-grade and related parking and driveways. However, actual building types and locations have not been determined or made known to us.
3. SCOPE
The scope of services conducted for this feasibility level investigation included:
a) Review of previous soil engineering and geologic work in the area, including published regional geologic reports and maps; and fault trench logs by Geo-Soils, Inc., and Highland Geotechnical Consultants (See Appendix Al ;
b) Analyses of stereoscopic pairs of aerial photographs;
cl Geologic mapping of the existing surface exposures;
d) Review of available ground water information;
e) Subsurface exploration, including 10 test pits and 2 fault trenches excavated by a rubber-tired backhoe;
fl Detailed visual inspection and logging of the test pit and fault trench walls, and sampling of the various subsurface materials;
gl Laboratory testing of samples obtained during the field exploration;
hl Engineering and geologic analysis of field and laboratory data;
i) Preparation of this report, presenting our findings, conclusions and recommendations.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Three
j) A supplemental report, concerning environmental conditions, will be issued at a later date.
4, FIELD EXPLORATION
Details of the field exploration, including Logs of Test Pits and of trench excavations, are presented in Appendix B.
5. LABORATORY TESTING
The laboratory testing program including descriptions of the tests and the results, are presented in Appendix c.
6. SITE DESCRIPTION
6.1 Location
a) The 18± acre property fronts along the easterly side of Jefferson Avenue and along the westerly side of Madison Avenue, about 1400± feet north of their intersection with Fig Street near Murrieta, California. Geographic relationships are shown on the Location Map, Figure 1.
b) The property is about l~ miles southeast of the community of Murrieta in Riverside County, California. It is situated within a system of north to northeast-trending shallow ravines and low ridges that terminate along the base of Murrieta Creek drainage, which is located southwest of Jefferson Avenue. At the site, above Mean Sea Level elevations range from 1070± feet near Jefferson Avenue, to about 1115± feet along Madison Avenue,
6.2 Surficial Conditions
a) The site was previously occupied by a single family mobile home. The concrete parking slabs which are still present, are located near the center of the property.
bl A 15± foot by 15± foot single-story wood-frame shed is located near the concrete slabs.
·--~
I OCAT/ON MAP
Base Map
2000 0 2000 4000
•col• too I
G. A. NICOLL & ASSOCIATES [~RTH SCl[N(;[ CONSULTANU
_:!ftrt. 91SHOP GRAPHICSIACCUPAE&S 'rfll AEOFIOER NO. A26643
USGS Murrieta Quadrangle 7.5 Minute Series, 1979
Cr o enic Partners Dare: November, 1988 Project No'
3944-01
J J :J :J I I I I I I I I I I I I I _I I
Cryogenic Partners, Inc. November 10, 1968 Project B3944-01 Page Four •
c) Three wells or pits appear to have been located on the site, It is suspected that these wells were used for domestic water or sewage disposal. As near as we can determine, they are located:
il About 15± feet north of the shed;
ii) About 90± feet northwest of the center point of the property and along the western boundary of Parcel l;
iii) About 210± feet southwest of the shed. (This well is about 18± inches in diameter, 30± feet deep, and is uncapped).
d) An 18±-inch diameter corrugated metal pipe was observed buried adjacent to the shed.
e) An apparent building pad, 30 by 50 feet in plan dimension, is located next to a 5± foot high cut slope southwest of the shed. A pile of wood has been placed on the pad.
f) A 4± foot deep refuse pit also is located adjacent to the shed.
g) Site vegetation consists predominantly of native grasses. Brush and ornamental and fruit trees are present in the general area of the building pad.
6.3 Drainage
a) Surface drainage consists of sheet flow runoff of incident rainfall derived primarily within the property boundaries and adjacent upslope areas.
b) The site drains to the southwest via several drainage courses located within the property.
cl A major drainage course is located just north of the northerly property boundary.
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Cryogenic Partners, lnc. November 10, 1988 Project B3944-0l Page Five
7. GEOLOGY
7,1 Geologic Setting
a) The project site is located at the north end of the Temecula Valley which is situated near the south end of the Elsinore Structural Trough, in the Peninsula Ranges Geomorphic Province. The Temecula Valley is bounded on the southwest by granitic and metamorphic bedrock that comprise the Santa Ana Mountains, and on the northeast by granitic metamorphic and sedimentary bedrock. The low-lying hills within the valley are comprised predominantly of Pleistocene Age non-marine sedimentary bedrock of the Pauba Formation. Alluvial and colluvial soils and some fill overlie portions of the Pauba Formation.
b) Within the Temecula Valley, non-marine Quaternary age sediments have been displaced by a number of faults that lie within the Elsinore Fault zone.
7.2 Site Geology
7.2.l General
a) Locally, the project site is underlain by Holocene Age colluvial deposi~s that overlie Pleistocene age sediments of the Pauba Formation. Some minor fills are present.
bl Geologic conditions are shown on the Geotechnical Plan, Plate 1, and in the Test Pit and Fault Trench Logs; Figures B-2 through B-8, in Appendix B.
7.2.2 Soil and Bedrock Units
a) Fill (Fill)*
i) Some minor amounts of fill are present, Apparently, they were generated during the lower pad grading and excavation of the trash dump area.
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Cryogenic Partners, Inc. November 10, 1988 Project 83944-01 Page Six
ii} To our knowledge, the compaction of this fill was not verified during placement.
iii) The observed fills consisted of loose to medium dense, fine- to coarse-grained Silty SAND.
iv) The refuse pit contained mostly scattered cans and bottles in the upper foot.
bl Colluvium (Qcoll*
il Colluvium is present over most of the site where grading has not occurred.
ii) The Colluvium consists of dry to moist, fine- to medium-grained Silty SAND. The SAND is moderately porous and loose to medium dense.
c} Pauba Formation (Qp)*
i} The bedrock of the Pauba Formation was observed to consist of a fineto coarse-grained yellowish to greenish-brown, slightly moist to moist Silty SANDSTONE. Some SILTSTONE and SANDSTONE was observed in the fault trenches.
ii) The upper 2 to 3 feet is weathered to a Clayey Silty SAND.
7.3 Structural Geology
a} The Temecula Valley lies within the Elsinore Fault Zone; a northwest-trending fault zone that extends for more than 200 km from Corona on the north, to the international boundary with Mexico. The primary fault zones that comprise the Elsinore Fault Zone within the Temecula Valley are the Willard, the Wildomar and the Murrieta Hot Springs Fault Zones. The project site lies along the northeast side of a down-dropped structural block between the Willard Fault Zone and the Wildomar Fault zone.
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Cryogenic Partners, Inc. November 10, 1988 Project 83944-01 Page Seven
bl At the site, bedding within the Pauba Formation dips generally gently toward the southeast. Faults cut the bedrock and colluvial soils along the south side of the property.
7.4 Faulting
a) The Wildomar Fault Zone crosses a the southwest corner of the property. The main trace of the Wildomar Fault, as determined by the California Division of Mines and Geology, is shown on Figure 2. Figure 2 also shows the Alquist-Priolo Special Studies Zone boundaries for the Wildomar Fault.
b) An active trace of the Wildomar Fault cuts the bedrock of the Pauba Formation and colluvial soils at the southwest side of the site. The location of the fault is shown on the Geotechnical Map, Plate 1. The log of the fault trench, TR-2, in Appendix B, presents a graphic illustration of the fault and related features.
c) A fault is considered active if displacement has occurred along it within the past 11,000 years. The active fault trace on the site displaces colluvial soils with an estimated age ranging from 3,000 to 5,000 years, based on Dr. Roy J. Shlemon's work on the adjacent property. (See Ref. Number 16 in Appendix Al. The fault break located in Trench TR-2 falls along the northwesterly projection of the fault trace located on the adjacent site.
d) Some minor faults were observed within the Pauba Formation by previous consultants. However, some were determined to be intra-formational faults, which may have developed during the early depositional stages of the Pauba Formation. Others were found to be discontinuous between trenches. All of those observed displayed only minor apparent vertical separation, with no offset of the overlying colluvial soils. Similar minor faults were observed during our investigation of the Rancho California Water District's site to the southeast. None of these showed any displacement of the overlying colluvial soils.
2000 0 2000 4000
seal• leet
G. A. NICOLL & ASSOCIATES [411TH SCl[NCl CONSULT 4Nli
Bose Mop ' State of California
Special Studies Zone Murrieta Quadrangle, Jon. I, 1960
Cryogenic Partners
Dote November, 1988 Project No'
3944-01
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Cryogenic Partners, Inc. November 10 1 1988 Project B3944-0l Page Eight
8. GROUND WATER
al No ground water was encountered during our subsurface exploration.
bl Three wells are known to as previously discussed. is known to be 30± feet,
be present on The depth of
at this time.
the site one well
c) Temporary perched ground water may develop within the more permeable colluvial soils that overlie bedrock and clayey soils, during periods of heavy rainfall.
9. SEISMICITY
a) Seismic risk in Southern California is a well recognized factor, and is directly related to geologic fault activity. Seismic damage potential depends on the proximity to active or potentially active fault zones, and on the type of geologic structures. In relative terms, seismic damage is generally less intense in consolidated formations, i.e. bedrock, than in unconsolidated materials, such as alluvium.
b) In southern California, most of the seismic damage to man-made structures results from ground shaking and to a lesser degree from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake, the greater the potential damage.
c) Seismic hazards at this site are attributed to ground shaking as a result of an earthquake epicentered on an active fault.
d) Figure 3 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. Figure 4 gives the seismic parameters affecting the subject site.
10. LIQUEFACTION
The potential for liquefaction at the site is considered to be low due to the absence of ground water, and the generally dense consistency and the predominantly wellgraded nature of the sediments of the Pauba Formation.
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MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS IN THE SOUTHERN CALIFORNIA REGION
·. ·.
ACTIVE FAULTS ---··· Total length of fault zone tllal breaks Holocene depasils or !hot has had seismic activity.
Fou It segment with surfo ce rupture during an hi st ori c earthquake, or with oseismic foul! creep.
I) Ho Io cene vole a nic activity ( Amboy, Pisqoh, Cerni Prieto and Salton Butles )
EXPLANATION
1899 M7+
19520· M77
EARTHQUAKE LOCATIONS
Approximale e picent ral area of eort h quak5 that occurred 1769-1933. Mag n 1 tu des not recorded by ins I ru me nts prior to 1906 were estimated from damage reports assigned an Intensity VII I Modified Mere a Ii scale) or greo ter; this is roughly equivalent to Richter M 6. 0. 31 moderate"" earth quakes, 7 major and one great earthquo ke I 18 5 7) were re ported in the 16 4-yea r pefi od 1769-1933.
Earthquake epicenters since 1933, plotted from improved instruments. 29 moderate"• and three mo jar earthquakes were re00<ded in the 40-yeor period 1933-1973.
..,.,._ Cade rtoeorrwnendolicins br 'lf!le Stru-ct-U1al En~~nem A.ss.oc:i.glicin Gf Collfornii:i ftfi-1\e a !Jrl!'IJI ecu-ltu~uoke ll5 cine l.h.gt tia1 11 Ric.hter Magnitude -o! 7 1/4 Cl-r .greC1ter; IJ moajor earthquak• 1 to T "%. ; a mod-erote t1C1rt"1qookt- 6 to 7.
Compiled by Rte/lard J. Praetor mainl1 from publish•d and unpublished data al 1t.e Co/ifqrniu f)Msion of Afmes ond 6eo/o9r. ColifomitJ Uepiutmenl of ltoter ReSOIJ/'Ces Bulle/in 116·2 [ 1964); selections !ram bulletins of the 6eolog1col and Seismafogical Sqr:ielies of~- from C. F. Richter, EkmenforJ' Seismohff ! 1958); and th• Not1anol Altos, p.66. · ' ·
~--<1899
SAN DIEGO
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G. A. NJ COLL & ASSOC IA TES
IEA lil:TH SCIENCE CONSU.t.. l A.NT5
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Cr yoqenic Partners
Ootec November, 1988 Project No'
3944-01 Figure NO'
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TABLE OF SEISMIC PARAMETERS . ~~ ).p HISTORY OF EARTHC/lJAKES OVER
6 RICHTER NAGNITVDE WITHIN MAXIMUM PROBABLE EARTHOUAKE POTENTIAL CLOSEST 70 MILE RADIUS
* I CAUSATIVE _DISTANCE Maximum Duration EARTHOUAKE FAULT TO Rich/er Dislonct1 . RicMer PBOk HorirDntal Repealabl• of slranf/ .. p Dale from Si/a Bedrock Accfleralio11 Gro1md Shoill11f1
> FAULT SJTE(m/Jw Magnif~de (miles) . Magnifudfl al SifB fvravifias) AcceJerlJfi;;n (seconds) .. (f/ravillas) .... '!> ::i: .. z San Andreas Fault 36SW 12/4/48 6.5 .21 0.1 36 !! 55 8.25 .. n (South of Gar loci 1i 0
r Fault) "' r n 0 Ro z San Jaci.ntD Faul1 20SW 4/21/18 6.8 19 7.2 .23 .15 26 .. > c II> ,...
7/23/23 6.3 31 .... II> > 0 3/25/37 6.0 36 z Q .... .. >
-I Newport-Inglewood 41E 3/11/33 6.3 44 6.5 .06 m Fault Y' -z 0
Whittier-Elsinore On 5/15/10 6.0 15 6.0 .58 .38 18 Fault (Wildomar Site
- ...,._.,, +- • I
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!!l '° .. ... :0 <Z z ... Oo 0 0 ,__, .. <: "' ..
g_ "' .. .. " " n-:0
"' *The repeatable high ground acceleration taken as 65 percent of the peak acceleration for ,__, ,., ... "' "' sites within 20 miles of the epicenter (after Ploessel and Slosson, ro 1974); may be more .o· "' applicable for design analysis. c ..... • z 9.
.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-01 Page Nine
11. CONCLUSIONS AND RECOMMENDATIONS
11.1 General
a} It is our opinion that the site is feasible for the proposed type of development, from the geotechnical aspect, assuming that our recommendations are implemented.
bl We are of the opinion that the anticipated structures may be supported on strip or pad footings founded in the recompacted soils.
cl Future conceptual building and grading plans, and preliminary foundation plans should be reviewed by the Geotechnical Engineer. With this information, a preliminary geotechnical investigation and/or final design investigation can be planned.·
d} The recommendations given herein are for preliminary planning purposes and should be reviewed during the subsequent investigation phase.
11.2 Grading
11.2.l Processing of On-Site Soils
a) The existing fill and colluvial soils should be removed entirely within any proposed structural areas. The material may be reused as compacted fill, after removal of debris and organic materials, exceeding 3% by volume.
b) The existing natural soils/bedrock are generally considered adequate as foundation material without the need for additional densification. However, to minimize any differential settlement, it is recommended, subject to review during subsequent investigation phases, that footings and slabs-on-grade be underlain by about one foot of overexcavated and recompacted material.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Ten
c) Wherever structural fills are to be placed, the upper 6 to 8 inches of the subgrade should, after stripping or overexcavation, be scarified and recompacted.
d) Under concrete slabs-on-grade, there should be at least 12 inches of compacted fill.
e) Any loosening of recompacted or fill material, consequent to the passage of construction traffic, weathering, etc., should be repaired prior to further construction.
f) The depths of overexcavation should be reviewed by the Geotechnical Engineer or Engineering Geologist during actual construction. Any surface or subsurface obstructions, or questionable material encountered during grading should be brought immediately to their attention to determine proper exposure, removal or processing. No underground obstructions should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with suitable compacted material.
11.2.2 Compaction Requirements
a) Compaction shall include moistureconditioning/drying as needed to bring the soils to approximately the optimum moisture content. All recompacted soils and structural fills should be densif ied to achieve at least 90 percent relative compaction with reference to the ASTM Test Designation 01557 laboratory compaction standard.
b) Fill should be compacted in loose lifts not exceeding 8 inches,
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Cryogenic Partners, Inc. November 10, 1988 Project 83944-01 Page Eleven
11.2.3 Excavating Conditions
a) Excavation of on-site materials may be accomplished with standard earthmoving and trenching equipment. No hard rock was encountered which would require blasting.
b) Ground water was not encountered and dewatering is not anticipated.
11.2.4 Expansion Potential and Sulphate Content
a) Expansivity of the existing site soils is considered to range from Very Low to Low based on our observation of site soils,
b) The sulphate contents of a representative sample of site soils was tested and found to be less than 0.2%. Type II Portland cement is recommended for the construction.
c) Expansivity and sulphate contents of site soils should be verified during the final investigation phase, or following the rough grading phase.
11,2,5 Utility Trenching
a) The walls of temporary construction trenches should stand nearly vertical, provided the total depth does not exceed about 4 feet. Shoring of excavation walls or flattening of slopes may be required if greater depths are necessary.
b) Trenches should be located so as not to impair the bearing capacity or cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane extending outward and downward from the edge of foundations.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-01 Page Twelve
c) Existing soils may be utilized for trench backfill, provided they are free of organic materials.
d) All work associated with trench shoring must conform to the state and federal safety codes.
11.2.6 Surface Drainage Provisions
Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities.
12. TENTATIVE BUILDING DESIGN RECOMMENDATIONS
(Note: Following are tentative recommendations provided principally for purposes of initial planning. Updated design parameters will be provided during subsequent investigations when structural criteria is made available to this firm.)
12.l Slabs-on-Grade
al Concrete floor slabs may be founded on the recompacted existing soils or on imported compacted fill. The subgrade should be proof-rolled just prior to construction to provide a firm, unyielding surface.
bl If a floor covering that would be critically affected by moisture is to be used, a plastic vapor barrier is recommended. This sheeting should be covered with two inches of SAND.
c) Floor slabs should be at least 4 inches nominal thickness and construction joints should be provided.
dl The finished floor level should be at least 6 inches above highest adjacent grade.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Thirteen
12.2 Foundations
The proposed structures, of the type anticipated, probably can be founded on shallow spread footings. The criteria presented as follows should be adopted:
a) Dimensions/Embedment Depths
Minimum Width (ft. )
Min. Embedment below lowest adjacent grade
(ft. )
Equivalent 1-story wall footings (supporting 1 floor)
1 1. 0
Equivalent 2-story wall footings (supporting 2 floors)
1.25 1. 5
Square Column Footings (up to 50 kip)
2.0
b) Allowable Bearing Capacity
1,500 lb/ft 2 at 1. 0 ft. depth
1,800 lb/ft' at 1. 5 ft. depth
2,000 lb/ft' at 2.0 ft. depth
(Notes: 0 These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces.
0 Bearing capacities should be re-evaluated when loads have been obtained and footings sized during the preliminary design.
0 In the event that footings are founded in structural fills which consist of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Fourteen
cl
0 At least 2x#4 bars should be provided in wall footings, one on top and one at the bottom.
0 In the event that footings are founded in structural fills which consist of imported materia\s, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated.
"Planter areas should not be sited adjacent to foundations.
0 In the event that footings are to be embedded in or adjacent to slopes, the depth of embedment should be such that the horizontal distance from the leading edge of a footing to the competent slope face should not be less than 1/5 x slope height, and not less than 6 feet; the distance need not exceed 15 feet.
"Footing excavations should be observed by the Geotechnical Engineer.)
Settlements
Total and differential settlements under spread footings are expected to be within tolerable limits using these recommendations.
12.3 Lateral Forces
al The following lateral design forces are tentatively recommended for the design of retaining structures not exceeding 10 feet in total height. Because no wall locations are currently identified, and local conditions are expected to vary significantly, each individual wall site must be evaluated separately as they are designed.
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Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Fifteen
Lateral Force:
Active Pressure
At-Rest Pressure
Passive Resistance (ignore upper l.O ft.)
Soil Profile
Level
Level
Level
Equivalent Fluid Pressure - (lb/ft'/ft depth)
Rigidly Unrestrained Wall Supported Wall
40
60
350
b) Friction coefficients: Clayey soils - 0.3 · Saridy soils - o. 4.
c) These values apply to the typical existing soils as well as most compacted backfill generated from in-situ materials, with expansivity rated no more than "Moderate".
d) It is recommended that imported granular wall backfill be utilized, for a width equal to approximately ~ the wall height, not less than 1. 5 feet.
e) Backfill should be placed under observation and testing by the Geotechnical Engineer.
f) Subdrains should be provided behind retaining walls to reduce the build-up of hydrostatic pressures. The use of water stops/impermeable barriers should be considered for any basement construction.
12.4 Pavement Design
a) The R-Value of the subgrade soils should be obtained during the final investigation phase and the preliminary paving sections designed at that time.
b) Final pavement sections should be determined during grading based on R-Value testing of the actual subgrade soils.
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Cryogenic Partners, Inc. November 10, 1988 Project 83944-01 Page Sixteen
12.5 Seismicity
al Buildings should be designed to resist seismic lateral loading in accordance with Uniform Building Code, Section 2312, for Seismic Zone 4.
b) The potential for liquefaction is considered to be negligible at this site (See Geology Section).
12.6 Faulting
a) Following an analysis of the data accumulated during the course of this investigation, we conclude that the Wildomar fault crosses the southwest corner of the project site, as shown on the Geotechnical Plan, Plate 1.
bl Based on our findings, ground rupture at the site is possible along the delineated fault zone. Therefore, we have recommended the implementation of a Restricted Use Zone, the boundaries of which are shown on Plate 1. The construction of structures within this zone would be limited to those not designated for human occupancy. Ground rupture or lurching is not expected to occur outside of the Restricted Use Zone.
c) The trench backfill within the fault trenches will require compaction if any grading or structures are planned in the trenched areas.
12.7 Ground Subsidence
The site is situated within the bedrock of the Pauba Formation and ground subsidence is not expected to occur.
I I I I I I I I I I I I I _I
I I I I I
Cryogenic Partners, Inc. November 10, 1988 Project B3944-0l Page Seventeen
13. LIMITATIONS
/
al Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed, sampled and tested from specimens extracted from necessarily limited exploratory test pits. There are therefore natural limitations inherent in making geologic and geotechnical engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied.
b) In the event that during construction conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer or Engineering Geologist so that appropriate interpretations and/or modifications to this report can be made.
The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call.
Very truly yours,
G. :;t NICOLL AND ASS
/~~ Gerald A. Nicoll President CEG 34 (Exp. June 30, _1990)
~/). Gerald D. Horton Chief Exploration Geologist CEG 1175 (Exp. June 30, 1990)
GAN/THC/GDH:cs
~~-T eodore H. Cody,-~~U--eotechnical Engineer GE 00227
(Exp. Sept. 30, 1989) I
'!
I I ....
I I I I I I I I I I I I I I I I I
Cryogenic Partners, Inc. November 10, 1988 Project B3944-01 Page Eighteen
Enclosures:
Location Map Special Studies Zone Seismicity Map Table of Seismic Parameters References Field Exploration
Unified Soil Classification System Logs of Test Pits Log of Trenches
Laboratory Testing Program Geotechnical Plan
- Figure 1 - Figure 2 - Figure 3 - Figure 4 - Appendix A - Appendix B
Figure B-1 Figures B-2 to B-6 Figures B-7 & B-8
- Appendix C Plate 1
I I I I I I I I I I I I I I I I I I I
Project B3944-0l
APPENDIX A
References
l. Albee, Arden L., 1967, Earthquake Characteristics and Fault Activity in Southern California: Bull. A.E.G., P. 9-33.
2. Association of Engineering Geologists, July, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element: Grading Codes Advisory Board and Building Code Committee, 44p.
3. California Department of Water Resources, 1975, Riverside County Flood Hazard Investigation - Murrieta Creek: Bulletin No. 183-2, 24p.
4. California Division of Mines and Geology, January l, 1980, Special Studies Zones Map, Murrieta Quadrangle, scale: 1":200 ft.
5. California Department of Water Resources, 1964, Crustal Strain and Fault Movement Investigation: Bulletin Number 116-2, 96 p.
6. GeoSoils, Inc., September 19, 1988, Geotechnical Investigation, 17 Acre Parcel Near Murrieta, County of Riverside, California: Report for Medal! Corporation; 15 p.
7. Greensfelder, Roger W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, M.S. 23, (explanation 12 pages).
8. Hart, Earl w., 1977, Fault Hazard Zones in California: California Division of Mines and Geology Special Publication 42, 1985 revision, 24 p.
9. Highland Geotechnical Consultants, Inc., August 9, 1988, Preliminary Fault Investigation, 17± Acre Commercial Site, Jefferson Avenue and Guava Street, Murrieta, California: Report for Silverado Land Company, 2 p.
10. Jennings, Charles W., Compiler, 1975, Fault Map of California, Geologic Data Map No. l: California Division of Mines and Geology, 2p.
I I I I I I I I I I I I I I I I I I I
Appendix A Project B3944-0l Page Two
11. Kennedy, Michael P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern California, Riverside County, California: California Division of Mines and Geology Special Report 131, 12 p.
12. Langenkamp, David and Combs, Jim, 1974, Microearthquake Study of the Elsinore Fault Zone, Southern California: Bulletin of the Seismological Society of America, Volume 64, Number 1, pp. 187-203.
13. Leeds, David J., 1973, The Design Earthquake in A.E.G. Special Publication, October, 1973, Geology, Seismicity, and Environmental Impact, pp. 337-347.
14, Lownes Geologic Services, September 30, 1988, Engineering Geologic Review of GeoSoils Report of 17 Acre Parcel on Jefferson Avenue, Murrieta Area, County of Riverside, California: Report for Medall Corporation, 2p.
15. Mann, John F., Jr., 1955, Geology of A Portion of the Elsinore Fault Zone, California: California Division of Mines and Geology Special Report 43, 22p.
16. Nicoll, G. A. and Associates, Inc., March 8, 1988, Soil and Geologic Investigation and Detailed Fault Study, R.C.W.D. Tarwater Site, Jefferson Avenue, Murrieta Area, Riverside County, California: Report for Rancho California Water District, 10 p.
17. Nicoll, G. A. and Associates, Inc., 1987, Soil and Geologic Investigation, Proposed R.C.W.D. Headquarters, The Firestone Site, Murrieta Avenue, Riverside County, California: Report for RCWD; 17 p.
18. Nicoll, G. A. and Associates, Inc., 1981, Detailed Fault Investigation Proposed Development, Estes "A", Palomar and Central Streets, Wildomar, Riverside County, California: Project Development Report for Turner Realty, Murrieta, California, 13 p.
19. Rogers, Thomas H., Complier, 1965, Geologic Map of California, Santa Ana Sheet: 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
Appendix A Project B3944-01 Page Three
20. Soil Tech Laboratories, September 28, 1987, Compaction Testing/Grading Report, "Firestone Site", prepared for the R.C.W.D., 4 p.
21. Toppozada, Tousson R., 1978, Seismicity of California 1900-1931, California Division of Mines and Geology, S.E. 135, 39 p.
22. Townley, Sidney D., 1939, Descriptive Catalog of Earthquakes of the Pacific Coast of the United States, 1769 to 1928: Bulletin of the Seismological Society of America, Volume 29, Number 1, 297 p.
23. Wood, Harry 0., 1916, California Earthquakes: Bulletin of the Seismological Society of America, Volume 6, Numbers 2 and 3, 194 p.
Aerial Photographs
1. American Aerial surveys, Inc., November 12, 1984, Flight 84256, Exposures 11 and 12, Scale: 1:1332,
2. Riverside County Flood Control Department, December 8, 1983, Riverside Co. Flight, Exposures 361 and 362; Scale: 1:19,200.
3. Riverside County Flood Control Department, May 4, 1980, Riverside Co. Flight, Exposures 904 and 905; scale: 1:24,000.
4. Riverside County Flood Control Department, February 26, 1980, Riverside Co. Flight, Exposures 18 to 20; Scale: 1:6,000.
5. Riverside County Flood Control Department, January 27, 1978, Riverside Co. Flight, Exposures 40, 41, 74 and 75; Scale: 1:6,000.
6. Riverside County Flood Control Department, June 20, 1974, Riverside Co. Flight, Exposures 876 to 878; Scale: 1:24,000.
7. Riverside County Flood Control Department, January 24, 1973, Riverside Co. Flight, Exposures 12 and 13: Scale: 1:12,000,
8. Riverside County Flood Control Department, January 28, 1962, Fairchild Aerial Surveys Flight, Exposures 1-57 and 1-58; Scale: 1:24,000.
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I I I I I I I I I I I I I I I I
Project B3944-0l
APPENDIX B
Field Exploration
a) The site was explored utilizing a rubber-tired backhoe
to excavate 10 test pits and 2 fault trenches. Approximately
280 lineal feet of fault trenching was excavated. The
locations of test pits and fault trenches are shown on
the Geotechnical Plan, Plate 1.
b) The soils encountered in the test pits and trenches were
logged and sampled by our Engineering Geologist. A graphic
log of the northwest sidewall of the fault trenches was
constructed at a scale of 1:60 (1"=5'). The soils were
classified in accordance with the Unified Soil Classification
System described in Figure B-1. The Logs of the Test
Pits are presented in Figures B-2 to B-6. The Logs of
the Trenches are presented as Figures B-7 and B-8. The
test pit logs, as presented, are based on the field logs,
modified as required from the results of the laboratory
tests. Driven ring and bulk samples were taken within
the test pits. The depths at which the samples were
obtained and the test taken, are indicated on the logs.
I I I I I I I I I
I
I I I I I I I I I I
UN I Fl ED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS SYMBOLS
~·:6 ... Well gtad•d gr-av•l:1* gtav•l-sond
~ ow CLEAN ml .. tur..,., Uttl• QI' nc;11 fine.a.,
GRAVELS ••• I Llttl• Vlf n• flM&) iii~oll"I Poorly graclacl gravel1 or 9rav11l-flilnd ~11oa~ GP
GRAV!LS )~o;:,Dg m'xture1t little or no fin••· .. ,,.
jM41r• th•• SR of ~· , .... ,, •••rM IN1cfl- l.i
L••OUI lh•" ''-..
GM Siity gniivels, 9R11v•&-!1.ancl-1Ht mhdure1. •,. '· Ne. 4 ~••• 1ol~) ••• GRAVELS .... '
WITH JIN!.$ . -.... IAppt•clo.blit 111m411nt . •,'; ., Cle11yey gravel11 9ta'lfel-1and-clav
COARSE of flli•tJ ~·:·: ~ GC GRAINED :·: :.-· mlxtut••·
SOILS 1:;=.~~ IJl!lot"4 thCll• so"° l(llf SW
Well g.-ad•d 111:11tds1 grCIW•ll't' liand•1 lilHIHilf!l!l.I I• &.A•Oll: ~.~:.;~ llttl• o.r no fl11e1. th- N•. :100 tlon• CLEAN SANDS ...... , ILlttl• 111ot'"' tin••) ····· ·::::· Poorly 9raded •ands or gn:.v11lly •11nd:1, ·:.·.·.· SP : ~ ·:.·. llttl• at no fin••·
SANDS ·:.·:.· .... (M1t1• thwl ~ vi ).k~;~·: c•..-.. ln11:tl- II Siity fancl:i, 1C1ncl•5U' mlzturat. Slit.ALLI• th11111t ltil• y,~~.\~ SM Na. 4 .,..... .. ...... 1 SANDS
".:'::~.~~~-~-WITH F•NIS
(All'll'll'•Clobl• lilm!lll,;Rf vf lln•11o) ~~· SC Clayey •ands, :llit:.nO-clay mbdu.-.1.
lnor'ganlc· sUt1 and v•ry t•ne $arids, tock ML flour-. silty ar clc.y•y fin• sands or clt:1\"•V
slits with slight plostlclty,
- lno,.ganlc chi';'• of lo"I' to m•dlum SILTS AND CLAYS -
(Ll .. ukl 11""4t Liii lhen !llGI CL platticlty1 gravelly clayli~ 'ancly claya1
- iliilty ch1y•, lean clays. -~--~-- OL
Organic sllt!I e111d argC1nlc !!illty days of FINE ~-- low plcastl.clty.
GRAINED ~--SOILS
IMH
Inorganic 5llt11 mlcc.c•ou1 or dloto .. 11111...-. ,,..,_. 50"Ji, ., miocaauli fine liandy 01" iUty •all•, m•t•rl•I I• •MALLI• th•n Na. 200 a;Miw• elaatlc :dltt. N• .. I
SILTS AND CLAYS ~CH lnor'ganlc tdC1ys of high plcatitl.cUy, (U411111lll ll111o1t o••ATI• th.in"'~ fait clay•.
OH Orgar11c ckly1 of mecllum tD high plc:it+lcHy, orgon.lc •'It•.
~~-~ ... HIGHLY ORGANIC SOILS
.., .. Pt .,_at and ather highly Ot'ganllli tolls.
~:f~.
pguuge11 CLASSlflCMIONS: SoU1 po11e11lng chatallit•rl•tlc• of two groti1p1i a,-e d•slgnated by caml:alnat'o"s of group •ymbt;11h;.
PAllTICLli S I Z I ~IMITS
SAND SILT or CLAY
IMEDIUMICOAllSE PINli
"-..200 -- ..... .....
G, A. NICOLL &. ASSOCIATU 0 INC.
IAarH 1CllHCI CONIU&.T.-NTI
GRAVEL I
FINI I COARSl -:-aaus: BOULDERS
I I
ll41n. .... u1~
Cryogenics Partners
Dat•; November, 1986
Praloct Mo; B3944-01
I LOG OF TEST PITS
I Surface Elevation: 1068± feet Logged By: CHP/GDH Te•! Pit Number Pit Orientation: N38°E Pit Dimensions: 2' x20'>!:il0' Dote: October 19, 1988 Groundwater Depth: None Equipment: RT Backhoe TP-1
Encountered
GEOLOGICAL Samples
Classification .. ENGINEERING ..
" ·"] ,,..-
".i! ~ "' -- >--"' " - . and -"- - ~·; Ciossificotian and Description ~ ~ ·~ ~ - " -a_E u
"" "' ~ ~ " .. -,, "' '5 &.t O;:) " ' " ~ .. Oucri ption " - :ii ~ oo-o- "'- "' ~o
I :::.~~:ii.;~ Silty SAND: fine-to 'medium-
- - ;~~· 9:rained, yellowish brown, dry COLLUVIUM SM I I to slightly moist, loose to 5.1 105.2 I- -medium dense, moderately porous
WEATHERED BEDROCK r- - ~~~}~¥~. SM Clayey Silty SAND: fine-to I- 5 -;.;;·. 8ll CT medium-grained, yellowish-brown 1: - with grayish brown CLAY coating• 10.6 117.8
I - slightly moist to moist, medium t1l BEDROCK PAU!lA r- - dense - ~· ... ' "' to dense FORMATION r- - :~ ...... "'
10 r- - Silty SANDSTONE: fine ... to coarse~ I- - grained, greenish-yellowish
I- - brownt moist, dense
I I- - @ 9 feet, yellow-orange brown,
I- 15 - moist, micaceous . - - Bottom of Pit at 10 feet.
I - - Note: r- - ~l tJ'?~Ci!;).1i!)IJ;11~~ '- .
Surface Elevation: 1088± feet Logged By: CHP/GDH Test Pit Number
I Pit Orientol1on: N30°E Pit Dimensions: 2 1 x20'x6t Dote: October 19, 1988 Groundwater Depth: None Equipment: RT Backhoe TP-2 Encountered
I _4,t¥i1: Silty SAND: fine-to rnedium
COLL UV I UM ..... SM grained, yellowish-brown, dry to slightly moist, loose, I- - :.:..:1- "' u moderately oorous BEDROCK - r- - ·...i: •. 0
. Pl\UBA FORMATION I- t1l I I Silty SANDSTONE: fine~to medium- 6.8 114.3 -
"" . I- 5 ~ :.:~~· "' grained, yellowish to greenish~ --brown, slightly moist, dense;
I - - slightly Clayey t~ 5 feet,. - - weathered to 5 feet ..
- - ' I -10-
- -- - Bottom of Pit at 6 feet.
- - Note:
- - 1) No caving. .•.
i- 15 - 2) Pit backfilled and tamped. I- -..... -
I I- -
I~ Cryogenics Partners
G. A. NICOLL & ASSOCIATES, INC. Date: November, 1988
Projeet No: FiQure No:
I EARTH SCIENCE CONSULTANTS B3944-0l· B-2
I I
LOG OF TEST PITS Surface Elevation: Pit Orientation' Pit Dimensions: Groundwater Depth:
1093± feet N35°E 2•x20 1 .X6 1
None Encountered
~ GEOLOGICAL Classification
and
Description
I COLLUVIUM
--~---+--
WEATHERED BEDROCK
PAUBA FORMATION
-":g "' -- .. "&E a. .. 2" .. -0- ''""
.. ---~- ....
Logged By:
Dote:
Equipment:
Sample• .. a. ,._-
""' >-"' ---u -" Cli 111 :;en 3 ' " 0:::> " .. "'- "' _Q
u
CHP October 19, 1988
RT Backhoe
ENGINEERING Classification and Description
Silty SAND: fine-to mediumgrained, 9rayish-brown, dry, medium dense, modieratelv oorousi
l I ~
Clayey Silty SAND: fine-to medium-grained with occasional coar$e grains, dark to very
-1--'-"--+--'-"'l~+---lldark brown (10YR 3/3 to 10 YR 2/2) CLAY coatings present, drJ to slightly moist, dense
~ ~ I
SurfQce Elevation: Pit Orientot1on' Pit Dimensions: Groundwoler Depth:
COLLUVIUM
- l:S-- -- -..... -1088± feet N60°E 2'x20'xll.5' None Encountered
--
~~~~~~~~~~--1--
--10- . ~
' WEATHERED BEDROCK
-~ PAUBA FORMATION
- -.;...:-
' -~
- -- -- --15-
--- -
Silty SANDSTONE: fine-to mediumgrained, yellowish brown (lOYR 5/6), moist, dense, thick bedde<
Bottom of Pit at 6 feet. Note: l) No caving. 2) Pit backfilled and tamped.
Logged By: CHP Dote:
Equipment:
I I
I I
October 19, 1988
RT Backhoe
Silty SAND: fine-to mediumgrained, grayish- brown (2.SYS/2), dry to moist, medium d@nse, moderately porous
Clayey Silty SAND: fine-to medium-grained, occasional coarse-grains, very dark grayish brown (10Y~3/2), dry to slightly moist, dense CLAY streaks nresent @ 6 1
Silty SANDSTONE: fin...-..to mediumgrained, dark yellowish brown, (10YR4/4), moist, 'thick-bedded, moist, dense @ 10 feet. CLAY bed Bottom of Pit at ll~ feet.Note: ll No caving. 2 l Pit backfi ., .-..a ann ................. d
Teat Pit Number
1' ,._ -" - ' ·- ~ 1;; ~ ,, ~ " '5 ~ Cl. ::;; !!. 0 -
10.5 98.5
Test Pit Number
TP-4
7.8 118.6
8.2 109.6
·:~-~ -Cryogenics Partners
. ~ ~'\ . • EART~ SCIENCE CONSUlTANTS
G. A. NICOLL & ASSOCIATES, INC. November, 1988
Project No' B3944-01
Figure No: B-3
i
LOG OF TEST PITS
·1. Surface Elevation: 1093± foet Logged By: CHP Test Pit Number Pit Orientation: N43°E Pit Dimensions: 2 1 x.20'x6 1 Date: October 10, 1988
I Groundwater Depth: None Equipment: RT Backhoe TP-5 Encountered
GEOLOGICAL Somples
i Clossi ficatian " ENGINEERING "- ~ :E:g ,.,-;:! ,!_ >. -.... "' " - . and "' - '-' ·- " Classification and Description ... >. -~ -: 'S. " "'E =to
~ "' ~ '5 ~ " " :! Jl<ii ~2 'S ' " ~ "-Description o- "' .50 :i; ~ oo-
I .-:;\·;,;~:
Silty SAND: .fine,to 'medium-
:~?Jfii: COLLUVIUM ...... - SM grained, dry to moist, grayish ~
brown, loose to medium dense, .. ·./-; .. •
I ,_
"' moderatelv '"'Orous ...... - . .4 • ._.. J. 8 WEATHERED BEDROCK -- ...... - tI 10.2 113.0 "' Silty SANDSTONE: fine~to medium--- . PAUBA FORMATION ...... 5 - -~~·· Q
grained, dark to very dark browr, ":!
I moist, dense, slightly clayey ...... -...... -
I ...... - Bottom of Pit at 6 feet. '-10- Note: ...... - 1) No caving.
I ...... - 2) Pit backfilled and tamped. ...... -...... -
I ..... 15-- -- -- --
Surface Elevation: 1104± feet Logged By: Test Pit Number Pit Orientation: N35°E CHP
Pit Dimensions: 2':x;20 1 x6 1 Dote: October 19, 1988
-· Groundwater Depth: None Equipment: RT Backhoe TP-6 ... _ - - ·--- --· I COLLUVIUM i:@~ SM Silty SAND: fine-to medium-- - grained, grayish brown, dry,
I WEATllERED BEDROCK ~fr~~~;;, medium dense· moderatel,, .... ornu~ ...... - SM I--.. - ;:~·-· '"' W- Clayey Silty SAND: fine=to 9.1 -PAUBA FORMATION OU ... 5 - 1'10 medium-grained, dark brown,
l .:-' ;.. "'"' slightly moist to moist, - - moderately dense, CLAY streaks .i >- - o:resent, sli<thtlv norous
L- -'-10 - Silty SANDSTONE: fine-to medium-'- - grained, pale yellow (SY 7 /4)'
~ ...... - moist, dense, thick bedded ...... - Pit Bottom of at 6 feet. L- - Note:
-~ '-15- 1) No caving . ...... - 2) Pit backfilled and tamped. ...... -. >- -
I -~- Cryogenics Partnership
-- ~Ii G. A. NICOLL & ASSOCIATES, INC . Dote: November, 1988 • ~ EARTH SCl(NC£ CONSULTANTS Project No' Fi9ure No,
B3944-0l B-4
I LOG OF TEST PITS
I Surface Elevation: 1083± feet Lagr,ied By: C!IP Pit Orientation: N65 • E
Date: 9 1988 Pit Dimensions: 2 • x20 • x6' October 1 ,
Test Pit Number
TP-7
I Groundwater Depth: None Equipment: RT Backhoe
~~~~~~~~~-=E~n~c~o~u~n~t~e~r~e~d:.....~~1--~~~~~~~~~~~~~~~~~~~~~1--~~~~~~--1 GEOLOGICAL Samples
ENGINEERING
I Classification
and
Deser i ption
I
COLLUVIUM
WEAT!IERED BEDROCK PAUBA FORMATION
~
-"' -Q. " " .:! o_
-~ -'- 5 -'- -~ -
'-10-~ -L- -
·- -- --15-,_ -
~ -
.;.:,. . "' u ,.....,. 0
"' .. 0 -~-
-- ..... ·~ r>1
"'
Classification and Description
Silty SAND: fine-to mediumgrained, 9rayish brown, dry,
:r: loose to medium dense, moderate] ...,/ ~...,,no~r~o~u~s'"-~~~~~~~~~~~~--1.1/
Silty SANDSTONE: fine~to medium· grained, brown, moist, dense, slightly Clayey, weathered
Bottom of Pit at 6 feet. Note: 1) No caving. 2) Pit bacXfilled and tamped.
s.o
I L- -
__________ ..______.__-+--'---'---'------+-----'---I
I I
Surface Elevation: 1098± feet Lagged By: CHP Test Pit Number Pit Orientation: N43°E Date: Pit Dimensions: 2 'x20' x6.' October 19, 1988 Groundwater Depth: ~one Equipment: RT Backhoe TP-8 ncountered
COLLUVIUM
WEAT!IERED BEDROCK '-- - ~ ........ .,...._; . "' ~tc
Silty SAND: fine-to mediumqrained, with occasional coarse grains, gray brown (2.5¥5/2), dry, loose to medium dense, moderatelv norous
PAOBA FORMATION
-~ -L- 5 -
c.. -c.. -c.. ---10-c.. -'-- -'-- -I- -I- 15 -'- -'- -I- -
~,;.'
;::::: Clayey Silty SAND: fine-to medium-grained, brown to dark brown, slightly moist to moist, dense
Silty SANDSTONE: fina- to coarse· grained to 3' then fine-to medium~grained, yellowish brown (10YR5/6), moist, dense, thin CLAY stringers present
' Bottom of Pit at 6 feet. Note: l) No caving. 2) Pit backf; led and tarnoed.
Cryogenics Partners
G. A. NICOLL & ASSOCIATES, INC.
EARTH SCIENCE CONSUl TANTS
November, 1988
Projec! No' B3944-01
Figure No' 8-5
., LOG OF TEST PITS
: I Surface Elevation: 1097± feet Lo99ed By: CHP Teat Pit Number '"' Pit Orientation: N20°W
Dote: Pit Dimensions: 2' xlO' xS' October 21, 1988 · I Groundwoter Depth: None Equipment: RT Backhoe TP-9 Encountered Samples
I GEOLOGICAL ENGINEERING Clossificotion "' Cl.
~~ .. u- ... - ~
,, _ ond "~ - .8 .... "' Closs ificotion ond Description " :::::: -- " -aE u
"' (Ii U> ;; - ,, ~ u - Cl. " E' ... ~(/) 3 ' " .,, ~ ~ Cl. Description " - "'2 " .. 0 o- "'"' "' -"' "' Cl -
I ¥:r~~i Silty SAND: fine-to rnedium-'-- - -~~; grained, light yellow-brown,
FILL '-- - s~ dry, loose, scattered refuse in upper l' up to 10% in content
COLLUVIUM '-- - ~:~,~~:.,;-.
. ~-~:.:.~2:~· s~ fine-to mediurn-!5 Silty SAND:
I ....... - grained, white, dry, loose, '-- - \ horiz«ntally bedded '-- - '
I '-- - aottom of Pit at 5 feet. '--10- Note: '- - 1) No caving.
I '- - 2) Pit backfilled and tarnped. '- -L- -
I I- 15 -'-- -'-- -'- -I Surfocs Elevation: 1097± feet Lo9ged By: CHp Test Pit Number
Pit Orientot1on: Nl0°W , Pit Dimensions: 2 'xS 'xS' Dote: October 21, 1988
·· Groundwater Depth: None Equipment: RT Backhoe TP-10 Encountered
.'.f ~t~·:?:~ Silty SAND: fine~to medium-; grained, light yellow-brown, 1- FILL . '-- - ;·~·-.:/ .. ·· .SM
L- - \:~.~);i dry, loose, scattered tree roots 1
1 COLLUVIUM
>::~·'.·{·~· @ 3 feet, 3" thick white SAND ~·' .-: ..
" bed- horizontal ·:~'-•-·:·',' '- - [;~:.~.;,;;-; lsM 5 Silty SAND: fine- to mediurn-
I I- - qrained 1 yellowish-brown; l~liahtlv· moi5t.
l- - Bottom of Pit at 5 feet. ... L- - Note:
I '-- - 1) No caving. I- 10 - 2) Pit backfilled.
' '- -'- -
I '- -I- -
·-L- 15 -
I L- -L- -
- L... -
I -~- Cryogenics Partners ' cs~ G. A. NICOLL & ASSOCIATES, INC. Dote: November, 1988
II~ EARTH SCIENCE CONSULT ANTS Proiect No' Figure No: 83944-01 B-6
·-
II I I I I I I I I
!I !I ti 11
0-tOO
1080
... q,
~ <::""
1075 ·S? ... ti ,.. q, ..... q,
1070 pot
CD @
O-t-10 I
N 22 E
0+20 I
Co lfu v /u,,.,,
0+30 I
------ ---u .,;t 2
0+40
---
0+50 I
0+60 I
F~H ·. s;1~ "$ANDI +,;...c:,.-'t.c "'"('.d.n .. ~
~r-.o.\"r"IC.d > do.Y""k sl"""o.~ Lih broWVl) dY"'j,
\oosc... l C..OY1o-h:t·t,..,s. m-e.to.1 rc+:uis-e.
• <h-'.l
- ----~-----
0+70 I
---- ---
--------- -- --- --- --- -- ---------- -- -- --- --
CD u...,~+ I (Colluv1u ..... ) s~rt-~SANo·.+,.;.,..__ "to .,....,...,."!cllu"""- 5.,..'-"1-Y'li<--d i clo....--k 3ro.,.:!1'"6",t... b-,,....o\..IJ.....,J
( 10 Y~ 4/3 j. -.;z rnoi-st), dY'"j ~ t11cd1i.iwi cle'l'l"iPC.>.
mo c.l c.,....o..1!--~\~ pcro. us.
@ u,,;,t 2 ( \;J~at\,e..-cc-1 Bcd.,.. 0 <..k_) Clo.::J"'.J '5 dt:J SAND
f,;.,.,_. u, V>O<:d•uV>"I- 5,.-c.\-,,<:cl 1
'j"-ilct.uisk t<:. 'J'""=:Jt~h b.-own
(I<> Y Fl 5/:s ; "'l/z.. Y>lot·st) slt~»+-1.'.J yri,;,.,+, de.-..•><:., da..-k
j-.-o.j b~c~>-i CLA" c.oo.h"''.f' "'"' 3"-"""-,_""-1\j poorl~ de.....-clopt:d p<--<l su..-.fo.£...c~, de-:::;se.Y7"1<.V'lo.t-cd eCoT""'$.C.. 'SAND
~1"""Dt\o"L,,5
@ U"' 't 3 ( Po. u ba. For T"' cc\- ton l 'S 1 I +'.j SAND:> TON£ ·
fiY,L--tn w><=d~u""'·'.3,,.-'"'""d, :i~._.,_.,.,,.._h lo,,.-ow,,. (:i.s '( 5/"f.}
st1~loti:J me.isl- to '"""''"t-, ...,.,.,d;u,...,. d-c"'""- to de.,,.sc. l Co....,1-o-1ns C::..oo.r<;e. SAtvP 9ro1 . .,..,5 a"Hd SANDY l<-li:S~S
0 u"' 't 4 ( Pou.ba.. Fo.,-,..,.o.t•ori ) SANDSTGNE : f,.:.<--Th rncd.U.}"1'1.-.!)"'r""-C...•~-C.Cl) 3rc.lf..YJ L"s.h b...-~.YL.oJ\'l ( 2.5 y 5/4) >.l;.'.lld·l'.:i Sl~TY , 5l;~~tlj V>toi,t t-.. ,:,..<>;5t, d<....,~c., poo..-tj
tr:::. Y..., cd~ v- o...-1-e ~ 'j ~+ro.+-1 ~-i'-«:.c. l J C..o l'l --\-0-• Y1S rn <d'-U"'l -ha,
C..COY"~ e. 'SAND ~ ¥""0. i V\ s
@ S'AND'O-ToNE . .fl
© S 1 I t-'j SAJ\./D$TQ
;:i c.\I ocu ish b.-ow YO (
3 ra.dc.t-1;..,.,_1 e 0 -,.,\-o,
11._._L_o_g_g_e_d __ 1_0_-_z_o_-_e_s __ a_n_d __ 10 __ -2 __ 1-_s_8 __ h_~ __ c_._H_.P_. __ an_d __ G_._o_.H_. ____________________________________________________________________________________________________ ___
I
I I I I I I I
.1 J'
0+70 I
0-tSO I
0+90 I
Fdl s d r'.l SAND ' +\y><.-to ..... d .. U-·'j..-0.;l"ttl,
vc....,..J do...-.1-::) loos~ to \n"lcdt·u~ cl-c..,,..,.se1 ~c;-s+i
'3 H.~.,,,5 I, b.-oVJ\o (to YR 3/2) $ l 1'.lh 't~ po~oe;>
I+ 00 I
1+10 I
1+20 I
------ -
N 27 E
1+30 I
-•
1+40 I
- -
It I
-F,-11 / v~...-_'j SANDY !~.,..,.5
~-4-~--- - ------s I,~ ki-1.:i ,,,. o i or be d'C:I
sh3l.tlj .-..,_ol3t (ID YR S/c.) _ ----------.--- -- - - --- --- --- - -----t---
c.. oo "l"'Se. - @
I I 5AIVDSTotv£ {ii-,<- -::irn ,;., .,J
I 1 r'.:I SAND STDNE +,:,,~- t,, I O'--"i<sh bro"-'"' ( lD Y R "3 / <,,) o.ft-'~"'"'I co,,,+ad ,_,__,·,1-i,_@
I I
- ~ -- _: :-.:·
<...co,yse_- 5 re. 1 "Y1 c.d J c~ark,
"Vl-l ol-s t, d c Yl se.... l
- ---
-{!<>YR 4/;o) ----- ----- --- -------- ---
®
c lo.~r=-'.) SANDSTDNt {"M<e.-to ,.,,,.d,;_,-wc-5rc..;Y> .. d' ':Jc.I\ o~ is k b~o ,_,_,,,., ( I 0 YR 4/ (o) Y>'\QO'E. t d.,-,., s.e_
S 1 I~ SA ND STONE . i= l"l"'lc.. · te rnc::dtUY>1.-5v--o\:,,~d 1 c\o"T"k
'.:ld1ol»<Sh b~o"'"' (lo YR 3/<.) Y\oois.t, dc.,,.,s..,_-
--
Si 11j 5AND5TOtv£
C..ao .,...--:;- e.. 3ro.1Yt cd ~ e")'l"E
( 2.s Y C./4) vo--wi~t,
5Y"o..dC...1-- LC·~ o..J C::...o V'\ .\-c..,_c_ +-
I I I l-t-50
I
I I I
1+60 1+70 I
--
1+80 I
-
1+90 I
TRENCH
-
2+00 I
----· -
TR-I
2+10
. -------
2+20
I085
------- Weothered 8edf'""c,f<:. _ ---1- - -- - -
• sl(:'l\..H'.! rno(sr 't., ,.,,.,,,·~t (JO YR 5/1'.) ------ -L- -- • Yvro Lst- (Lu 'r' f? 4/r...)
- ---I
I!. 0 Q ...... s c.. - ~ ..-- 0. ,..:... e.d l -c..,., s
I I
SAND 5 TO'-'£ ' f,·.,,~-t. '1~ .,,d, .:, ..... _ j,...~,..., <: d u.,;,tk
~t ,..;., <:d. l en,; cs, l <3h+ ~di ow·, sh brocu,..,
t .,.,..,0-1 ~ +- ! Yn~dL Urn d-e"nS~ to d-t:"va :s: e. ~ Y10..l c...c .....,~c...c.. +-- ~ ittt@
I I I 5 0 -----
scale
5
----- ---_, --© - -- • (z.s Y <../~) 1080
--@- --1075
NOTE .. Elevations based on field measurements.
Cryogenic Par I ners 10
G. A. NICOLL & A~lATES Dole November, 1988
feet Proi•c I No ' Fioure No· 3944-0l B-7
UUll KllNCl t01"5\IL T 4..'IU
0+00 I
OtlO I
0+20 I
N 41 E
O-t30 I
0+40 I
TRENCH
0+50 I
TR-2
10701-.~~~~~~~--~~:---~~'--~~~~~--~~-----;(j):::-~~~~Q~c=o;\~,--~~~~~--~~~~~ .(10 YR "'l-/z. drj
1 3/2 ,,.,..O,isr)
1070
CD ......
"' ~ 1065
<::.' -~ ...... t::i :.. "' ' "' 1060
@ .S d ~ SAN 0 : .f l>'!c.- to h1 .:d( U>n-5...-a"~ cd, cl<:<.-}< jr"''.f i.s h b-roui.,, ( 10 YR 4/Z., :5/2.. »'lo·,.,,.);
d .... ~ l ~ c~tl,...-n dc.V1'iC.. J modc."""o..+-t.t:J pcrou"S. J
Colluvoco...,,.. - Glc.o\ 1
@ C \ajeJ ,'5 '•ltj SA NO : ~,.;.,<-- t,, Yl'\cd1u""-
·~'.)ra ;...., cd, de> rk bro U>Y\ ( /O YR 4/3 - _,-/z) s l i~ ~+I'.:) Mol-st to .,.,...,.o·\.,_+, \"vii cdi'u'h-1. d"C~ii i::.. to d"C"'l'lSc,.
J
poorl5 +.t> mode ro.~d.:::! d ev cl oped p cd s wi ti, C.J..AY C<>e+i,.j (Io '< ~ 3/ 2) j ho ore. C.\o.J Cj o,.,
SovThwcs~ sid ... o+ fo.u.lt ,..,.,.., ... o..,.,d 5cne..-... ll1
sl.:;, l.H'.I l css Y>to.1s'r, Co !I,,....;,,_....,... - Qc.ol ,_
@ ' s; ! t::i SANDS TONE : f1:...e- Th m"d ,·.,,.,., -
~p- o, l;.., .,cl , 3 re c-n ;s \., br<> .....,..., (..<.5 Y 4/4, 41._ rn o·,.,i,) .,.,.,·,,.+, d-c...,sc., Ve.-'.:\ So\~, so,...,.o \cv.<cs of
~;.,,.._ to Coa..-s e SAND pv-c'Sc»'t-, Pa.u bo. Fo-v-.,,.,,,,; .. ,;,,. -Op?
@ Si"l-t.'.:J SANDSi'ONE: h SANDSTONE': +;.,,.._. 5ra\.,.,cd' l ijl...t 3ree.,., - h"""w"', mois'r, '1"1-<diwv>'I
® Clo.:J c.:j SIL. TS TONE: dork j.--C-<.Y\t!ik - "''""'"'"' j:o. bro\..U"YI \Sh-~ r -e..--c.n
1 vc.......-J m c\-s+ j Pa..u.. \.a...
F~<>..hcYl - Qp
@ .So.., d'j C. L />t '( : ::J'"e.e.,, i sh - b-rc"',., ( 5 '( s/., 1....,),
s-+i.t-f , s..,.... o. [I t t-r~~ lJ..la-.... p-cd s. 'l..l.i i. 'tit .3 \oss.l 'S'-u.. .... ~o.c:c'i.,
D 1 ~+orb<:d Pa.c, 'oa.. Fo..-rno. hol'I - Qp
(2) .Si"l"::I SANDSTONE : f,;.,..,. to coavse-:::i.,..a;,..,cJ,
'j"r"C.e"' ,·si; - \oroU>V> (;I.. S Y ""/4, ...,... ) , ,;] [3\.H~ l<l'lO.l ~t h. ""'oist, w<:\\ ~ro.d"'d l Pc..u.\:oa.. 'Fo .... Y>'lo.hO..... ~,-Qf'?
® C lo.::J c :J SA "'DSTON6" : .f 1:..c..- to l'Yl..,d tUW\- .'.J '"C:. t.,.., ed, ~"-ecY1isk -b'"o"""' (s Y ...,;,, ), YV1.oid·, de""'"- 1 so .... e. s c~ ·He.-cd C.O<>.rs... s AND I Po.u. be.. ForY>tcd·<O>t -Qp
-Qcc\ 2
1065
1060
.s+.,.:,.,,~crs of dork b >-0<.uV> C.J..A)'
SANO ~ '5,"lti SAND o.~d '.:)r<::ey,- ~..,
s.,..,..,~\~ CL.A'( a-,,d 5A ND I Fau.l t Z.o.,<.
5 0 5 10
scale feel
d<:.,.,sc.. t"<> de.,, se , +,,;, .. \~ »i ;=<-= u.s , P <.u. bo... Fo""""'a.-\.\o>'I, Q p Cryogenic Partners
Lagged 10-20-88 by GOH. and C.HP. G. A. NICOLL & ASSOC IA TES
NOTE' Elevations based on field measurements, fARTH SCllNCf CONSUl TANH
Dote: November, 1988
Project No= 3944-01
Fi<Jure No· 8-8
I I I I I I I I I I I I I I I I I J J
Project B3944-0l
APPENDIX C
Laboratory Testing Program
The laboratory testing program was directed towards providing
quantitative data relating to the relevant engineering properties
of the soils. Samples considered representative of site
conditions were tested as described below.
a) Moisture-Density
Moisture-density information usually provides a gross
indication of soil consistency. Local variations at
the time of .the investigation can be delineated, and
a correlation obtained between soils found on this site
and nearby sites. The dry unit weights and field moisture
contents were determined for selected samples. The results
are shown on the Logs of Test Pits.
bl Compaction
A representative soil sample was tested in the laboratory
to determine the maximum dry density and optimum moisture
content, using the ASTM 01557 compaction test method.
This test procedure requires 25 blows of a 10-pound hammer
falling a height of 18 inches on each of five layers,
in a 1/30 cubic foot cylinder.
I I I I _I
I I I I I I I I I I I I I I
The results of the tests are presented
Test Sample Pit Depth No. (ft. ) Soil Description
TP-4 6 Clayey Silty SAND
TP-8 1-2 Silty SAND
TP-8 4 Silty SAND
c) Sulphate Content
below:
Optimum Moisture
Content ( % )
9.3
8,6
9.6
Appendix c Project B3944-0l Page Two
Maximum Dry Densit,Y (lb/ft )
128.l
127.3
129.5
Representative soil samples were analyzed for their sulphate
content. The reuslts are given below:
Test Pit No.
TP-1
Sample Depth (ft. )
102
d) Direct Shear
Soil Description
Silty SAND
Sulphate Content (%)
0.0127
Direct shear tests were made on a relatively undisturbed
sampled and a remolded sample recompacted to 90% of the
maximum dry density. A direct shear machine at a constant
rate of strain was used. Variable normal or confining
loads are applied vertically and the soil shear strengths
are obtained at vertically and the soil shear strengths
are obtained at these loads. The angle of internal friction
I I I I I I I I I I I I I I I I I I I
Appendix C Project B3944-0l Page Three
and the cohesion are then evaluated. The samples were
tested at saturated moisture contents. The test results
are shown in terms of the Coulomb shear strength parameters
shown below:
Angle of Coulomb rnternal
Test Pit Depth Cohesion Friction Peak/ undisturbed/ No. (ft. ) Description (lb/ft') ( . ) Residual Remolded
TP-4 3 Clayey Silty 200 29 Peak undisturbed SAND
0 27'f Residual Undisturbed
TP-8 1 Silty SAND 0 34 Peak Remolded 0 30 Residual Remolded
e) Expansion Index
Surface soils were collected in the field and tested
in the laborqtory in accordance with the ASCE Expansion
Index Test Method, as specified by UBC Standard No. 29-2.
The degree of expansion potential is determined from
soil volume changes occurring during saturation of the
specimen. The results of the tests are presented as
follows:
Sample Test Pit Depth Expansion Expansion
No. (ft. ) Soil Description Index Potential
TP-4 6 Clayey Silty SAND 6 Very Low
TP-8 4 Silty SAND 0 Very Low
I
., -·...___:_
I L
I
I
()p
/
/ . / Pi!RCE/_ 4
./~ /
-- .
TP-3 _.E,1. \.._
---
-, '
·~~~.::-:·
, ..
./
... ,.
\ -.I·-,·~~·-· ,_ r-..__ ___ _
/
/ /
;;'/ ./
/ ,.
-? GST-2
T-3
I TP-10 ~ •1
Slr1~e r:m.ti d'p $! 'urt.'I, s.Jww,~ ~pl/J m !r~"~/J w~r.s Uf'P'OP!'"'a111
Trencto. {;l!'riSods. Jr,c r11por!
d4'ed S~p!~m/J~' 19, 1988
rr~ttc", 6-. A Ntr:tJIJ ul!Q Assac1.a111.,. /.tr.;; , Pr()f"C I 36 ~6 - 01, .M(rr~Jt.
l!J61J
Te51 p,!, !ifl(}o+·m~ ll)-!1#.rhpll'« !'>15 1tw~ri~ol10r.
.·~ --:-:::----' ,·
. ,,rj: 4'',i~~~~~~~J;f,. <.-_·.-, -_.
:···
-,
- - '
I G. A. Nicoll
I I I I I
I I I I I I I I I I I I
and Associates, Inc.
March 6, 1989 Project B3944-01.l
Cryogenic Partners, Inc. 2920 Columbia Street Torrance, California 90503
Attention: Mr. Sid Chadin
Subject: Response to Review of Geotech-nical Report
Proposed Industrial Development Jefferson Avenue and Jordan Lane Murrieta Area Riverside County, California
References: i) Riverside County Planning Department Review Sheet, dated February 14, 1989, for G. A. Nicoll & Assoc., Inc. report, for project B3944-0l. l i
ii) Report for Geotechnical Feasibility Investigation for Cryogenic Partners, Inc. property at Jordan Lane and Jefferson Avenue, Murrieta Area, California
Gentlemen:
1. INTRODUCTION
a) We are subrni tting this response in conjunction with Items 1 through 4 of the subject review sheet.
b) We have reviewed our report the adjacent property south the site, Reference #16 in project geotechnical report.
Geo/ogle and Soil Engineers
for of
the
, .. , .... , ... ,.,)
!"',!'""
., ... ···":
,, ....
,,. 1·
I
I I I
I I -.
I I I I I I I I I
Cryogenic Partners, Inc. March 6, 1989 Project 83944-01.1 Page Two
2. RESPONSE
2.1 Item 1
Copies of Reference Numbers 6 and 16 will accompany this report. References 14 and 16 are not available for reproduction at our office.
2.2 Item 2
Copies of the logs for the GeoSoils trenches GST-1 and GST-2 are presented in Appendix A of this response report.
2.3 Item 3
a) We regard the potential for sympathetic movement on the "minor" faults observed within the Pauba Formation on the property as low. The basis for our conclusion is the subsurface conditions observed within three trenches excavated on the adjacent site (Reference 16). Within these trenches, the same fault was found in the Pauba Formation within Trench 1 at Station 2+75, and Trench 3 at Station 1+52. No offset of the overlying colluvial soils was observed. Furthermore, the same fault was observed offsetting the Pauba Formation in Trench 4 at Station 1+05. Here, almost 10 feet of colluvium over-lies the Pauba Formation and no offset of the colluvial soils was observed.
b) During the grading phase of the development, geologic inspections and mapping should be conducted on the site. Overexcavation may be required along the minor fault zones within structural areas, where the bedrock material is disturbed sufficiently to cause settlement problems.
I I I I I I I --. I
1 -, I -, I I I I
Cryogenic Partners, Inc. March 6, 1989 Project B3944-01.1 Page'Three
2.4 Item 4
Based on the conditions observed during our subsurface exploration and on the location of the site, the potential for seismic-related settlement or differential compaction is low, and no seismic-induced landsliding, flooding or seiches are expected to occur on the property.
Thank you for the opportunity to be of continued service. If you have any questions, please call.
Very truly yours,
G. A. ICOLL AND ASSOCIATES, INC.
erald A. President CEG 34 (Exp. June 30, 1990)
GAN/GDH:cs
Enclosure: Appendix A
~h,~ Gerald D. Horton Chief Exploration Geologist CEG 1175 (Exp. June 30, 1990)
I I l l I
--. I I
--. I ~.
--. I
--. --. I I I I
APPENDIX A
Logs of GeoSoils, Inc. Trenches
(Project 3944-01.1)
I- +- - • I-+-+- •
1-h ~·
h. •. ' I~ ... ~. M
f-H+++-t1+++1-~
' .
f-+-f-++-4-4"+-H ., ... +- +- +-· 4- +- +•H
-OEP'l'J
al •l ,5 I
1 ' - 13'
- - - i - - -i -MATERIALS DESCRIPTION
SLOPEWl\SH/COLLUVJ UM: Si ltv sand """'·'" dam"
loose to me di 'Um dr.t13e i fi11e to coarse-. «e 11 llradf!-d.
slightly POf'"OtlS
PAUBA FORM.\T!QJI: (2a) Siltv sa11d stone t 1 iaht to rnedi um ve 11 ow brow11,
do mp to tret, moderately dense to dense; fine to rnedl um~
occ.asi ona 1 coarse. wel 1 oraded, orada tiona 1 into 2c (2b) Sandstonet red di sh brownt damp, loas.e to moderately
deflSE!i very fine to very c-oa rse, \'le 11 graded
2c) Si 1 ts tone medium brown to 1 ioht yellow bro1~n ~
damp to wet, ft rm; occas i 011a 1 fine sand
-i - _, - - - -T'l' ..
3EDDING JOINTS FAULT/ COMMENTS
SHEAR
Rootlets throughout
ore as. i or\a 1 fractures
ff/- cal i-c.he zone
-SCALE• H= l" • 5 FT. "' l" . 5 FT. PIT ORIENT. N21E NATURAL SLOPE= ANGLE J" T,nll.O'
0 5 ' ' ·t -<! ·- r - - ,_ - -- t- ~ • - - ·r .. -
- - ' - - - - -- - • - - - -- ·- - -_,_, _, - - - - - - - - ·- - -·- - .. - -
- .. . - - - - - - . - - - - - - -- - - - . - - - - .. -
' r - - - - - - - - ..
- - - . ~I
- - - - - -- - - - - .. - - - ' .. , . I;
- _,_,_ .. - .. - " ~ ' - ~ - . . • ' - - - - - -.- - . -. .. . . -. . - - -
- -. ... ·- -· - - - - - - . - i" • - . - . - - - - - ~ -· t- - - - - - - ... - - N
- - .. - - - - - ' - - . - - - --· -· - - _, - -· ··-•• - • .,, -- - - - .. - - - - - - - - -·-·- - - -·- - - - - - - -•• - - - - ' - - - - .. - . - - -~P - -· - - - - - - ,_,_ - t-t- -r - - -
- - - I- --11-1- - t-rt- - - -+- t- - • - .. - - . - - - - - _,_ . t- - - t- - - - - -
- -r.>~ - - -·-•• - __ .,.... - - -- - .. - ' • ,,_ - - -
- ,,_ ,_ t- . -i-- - . - - - - - _, ·, - ~~"' • -
~ - - ..
- - - ·•p _, - . ,, - - - . -. t- - - t- - - - - IJ - : - - -vr ·- ,_ - -~ -·t - - - -
,_, - - - - - - - - . -r -!- ,_ -1- .. _, -- - - - .. - - ,_ - - -1- - - --~ - - - ' - - - - - - - - I. - - - - - -
- ·- ' \~~ r - ·r - - - - - - -. - - ~ - - - . - - - - - - t- - - -
- -~ - - + - - -~. ,_ -r - .......... •-r~ - - - - - - - -
- - . -~' - - . - - - Le - - - - - -·- I- -t- - - - - ' ,_ - ,. .. J..o."": - - - - - - - -- - - - - 1- I I - - - I- I- - .,_ - -
'
- - - -f11 5 0 r > ~ f11 Q -+ < Q f11
0 > f11 'co -+ 0 ' '° 0 ' z w co
-< '!'
,. ....
UFJ .-- ,., ~ ~
O> <.. ~ -0 -..
-®I~
~
"' _, _,, ~ n "' • V> .-
•
-; rri (J)
-; ..., 0 ~ :ll r -u 0
fT1 p
c.. -; fT1 z -0 -t _,
-+ ' r "' l> .. ' CL ~ 0 c. ~ '"' ..
G) _,, _,, .. -. ~
0 ~
l> < ~ ~ ~ .~
____ , _______ _ ----111111 TTITUDF.S
DEPT!! MATERIALS DESCRIPTION FAULT/ COMMENTS ~EDDING JOINTS SHEAR
D O' -L5 SLOPEWASH/COLLUVILIM: Refer to Plate I Refer to Plate l
~ l'- 7' ""'"" FORMATTn~-2a Refer to Plate 1
2o) Refer to Plate 1
SCAt£: H' 1" = 5 FT. V= I" = 5 FT. Pl T ORIENT • .uN._21.,.E:----- NAT UR AL SLOPE: ANGl.E~:;._· ___ T. n 1 n'
-u r I>
1--+-- r-- - - --1--
r-- -.1-f-- -
184--1+~++-H-IH-+++H-IH-++tt-:H-H-+t-tH-t+ttt+l-t+t+tH-t+t+Hii±tt-t-tl-t-:tllH,-
tr~r·~-- ___ _ 11111---- - - ,_
' I
" - - -t- - - -
. +
-;j- - - -
-+.- - ---1--1--
-·- -
•.. ..,4'·L----·
-1-------
' -
- - - -~- -L .. - - I- - - -1- - - -
_..._ -1--i- - - . -· -
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FAULT/ 3EDOING JOINTS COMMENTS
SHEAR JEPTJ MATERIALS DESCRIPTION
0' -1. 5' SLOPEWASH/COLLUV IIJ/.I: Refer to Plate I Refer to Plate l
2 1' -10.5' PA!Jl!A FORMATIOI!:
2a Refer to Plate 1
2b Refer to Plate I
(~, Refer to Pl ate I
{2d Sandstone, l icht bra•rn, dama, loose to moderatelv
dense; fir-.e to coarset 1-..ell oraded
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t>EPTll MATERIALS DESCRIPTION
I 0' - 2' SLOPEWASH/COLI uvmr;· Refer ta Pl •te 1
. TT• fTI 5 CJ r l> ~ FAULT/ fTI Cl -I
eEDDING JOINTS COMMENTS < Cl fTI
~ SHEAR l> fTI
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,...
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PE P'l'l MATERIALS DESCRIPTION 9EDDING JOINTS FAULT/ COHMENTS SHEAR
Refer to Plate I
D ~75\1/
59SW
fral Refer to Pl ate l
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I 2d) Refer to Plate 3
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:D 0' - 9' SLQPfWASH/COLLUVJUM: Refer to Pl a le 1
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, 20\ Refer to Pl' t• 1 2cl Refer to Pl•te l
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IEDDING Sl!EAR
' - -· -COMMENTS
Refer to Plate l
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PEPTll MATERIALS DESCRIPTION ,EDDUIG JOINTS FAULT/ SHEAR
O'- 3' SL OPEVASH/COLtUV I'"': Sil•·· """ ~~ ... ~ ··- L.. -- ·- d~iup_.__
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2 I -i0 1 fA!l!ll EQIRAT!gj:
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-COMMENTS
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Q'- 3' SLCl'EllMSH/COLLUVT!l4: Refer ._ Pl,._ '
2·-10~ Pm A f . Refer to Plate 7
2D Refer to Plate I
c Refer to Plate 7
... ... i -' T'<''
~EDDI NG JOINTS
-FAULT/
SHEAR COMMENTS
Refer to Plate I
'.
. -
SCJ.l£'35 H' 1" = 5 FT. v: 11• = 5FT. PIT ORIE NT. NWE NATURAL SLOPE= ANet..E 20 T.n 10 .O' 40 45 50
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MATERIALS DESCRIPTION lEDDING JOINTS FAULT/ SHEAR
SLOPEllASHfCOLLUVIlll: Refer to Pl a le I
PAll!!A FO!tiATI 00;
I a Refer to Pl ate I
b Refer to Plate I
c Refer to Plate 7 .
"d Silty sandstone, light gray brown, damp to wet,
loose to moderately densei fine to rnediumt well graded,
micaceo-us
..... COMMENTS
Refer to Plate 7
-SCALE' H' l" = 5 FT. V' I"= 5FT.
80 PIT ORI ENT. N20E NATURAL SLDPE= ANGLE-"0_
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O'- 3' Sl~EllASH/COLLUVIt.M: Refer to Plate 7
2• -10~ n .. m. ~noo .. pnM:
2al Refer to Plate 1
2b Refer to Plate 1
>c Refer to Plate 1
d Refer to Plate 9
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SHEAR
Refer to Pl ate 7
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MATERIALS DESCRIPTION FAULT/ COMMENTS ~EDDING JOINTS Sl!EAR DEPT!
0 O'- 5' "flPEJIASHICOlLlNI'"'; Refer to Plate 7 Refer to Plate I
0 2' -13 . 5' PAIJIA Fll!Wj[l !Ml ;
2a> Refer to Pl ate 7
I 2b) Refer to Plate I
I 2c) Refer to Plate 7
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