HomeMy WebLinkAboutTract Map 31946 Geotechnical & Faul Investigation
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GEOTECHNICAL AND FAULT
INVESTIGATION
TEMECULA LANE
RESIDENTIAL DEVELOPMENT
TEMECULA, CALIFORNIA
PREPARED FOR
HORTON CONTINENTAL
CARLS BAD, CALIFORNIA
RECEIVED
SEP 2 !l 2004
CITY OF TEMECULA
_ ENGINEERING DEPARTMENT.
NOVEMBER 7,2003
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INCORPORATED
Project No. 20159-12-01
November 7, 2003
Horton Continental
5927 Priestly Drive, Suite 200
Carlsbad, California 92008
Attention:
Mr. John Dannan
Subj ect:
TEMECULA LANE RESIDENTIAL DEVELOPMENT
TEMECULA, CALIFORNIA
GEOTECHNICAL AND FAULT INVESTIGATION
Gentlemen:
In accordance with your authorization and our proposal LG-03393 dated September 9,2003, we have
performed a geotechnical and fault investigation for the subject property located immediately north of
Loma Linda Road, east of Temecula Lane in the City of Temecula, Riverside County, California. The
accompanying report presents the results of our study and includes our preliminary conclusions and
recommendations pertaining to the geologic and geotechnical aspects of developing the property as
presently proposed. It is our opinion that the site is suitable for development, provided the
recommendations of this report are followed, including the structural set-back required due to
suspected active faulting.
Should you have questions regarding this report, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
GE 2042
cA~. iJI;f/L
Lisa Battiato Dale Hamelehle
RG 7512
GEOCON INCORPORATED
RRR:LAB:DH:tg
(6) Addressee
. Telephone (909) 304.2300 . Fox {9091 304.2392
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TABLE OF CONTENTS
I. PURPOSE AND SCOPE................................................................................................................. I
2. SITE AND PROJECT DESCRIPTION .......................................................................................... I
2.1 Previous Geotechnical Report Review.................................................................................. 2
3. LOCALIZED FAULTING LITERATURE REVIEW................................................................ 3
4. SOIL AND GEOLOGIC CONDITIONS........................................................................................ 5
4.1 Undocumented Fill (Qudf) .................................................................................................... 5
4.2 Alluvium (Qal) ........................................................................ .............................................. 6
4.3 Quaternary Pauba Formational Bedrock (no map symbol) ..................................................6
5. GROUNDW A TER.......................................................................................................................... 6
6. GEOLOGIC HAZARDS .................................................................................................................6
6.1 Faulting ........................................................... .............................................. .... .................... 6
6.2 Seismic Design Criteria....................................................................................................... 10
6.3 Liquefaction ........................................................................................................................ II
7. CONCLUSIONS AND RECOMMENDATIONS ........................................................................ 12
7.1 General.. ....... ...... ......................... ........ ........ ................................................................... ..... 12
7.2 Evaluation of On sit eFaulting .............................................................................................12
7.3 Soil and Excavation Characteristics.................................................................................... 13
7.4 Grading............... ................................... ........... ............................. ...................................... 13
7.5 Bulking and Shrinkage Factors ........................................................................................... 14
7.6 Slopes .......... ..................... .......... .................................................. .................... ................... 15
7. 7 Foundation............... ........ ............. ..... .............. ..... .................................... ........................... 16
7.8 Retaining Walls and Lateral Loads .....................................................................................19
7.9 Flexible Pavement Design................................................................................................... 20
7.10 Slope Maintenance .............................................................................................................. 21
7.11 Drainage ..............................................................................................................................22
7.12 Plan Review ........................................................................................................................ 22
LIMITATIONS AND UNIFORMITY OF CONDITIONS
LIST OF REFERENCES
MAPS AND ILLUSTRATIONS
Figure I, Vicinity Map
Figure 2, Site Geologic Map
Figure 3, Geologic Report Index Map
Figure 4, Regional Geology and Fault Map
Figure 5, Regional Seismicity Map
Figure 6, Surficial Slope Stability Analysis
APPENDIX A
FIELD INVESTIGATION
Figures A-I - A-6, Logs of Borings
Figures A-8 Through A-22, Logs of Borings from Report By EnGEN
Figures A-23 Through A-25, Logs of Fault Trenches
APPENDIX B
LABORATORY TESTING
Table B-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results
Table B-II, Summary of Laboratory Expansion Index Test Results
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TABLE OF CONTENTS (Continued)
Table B-IV, Summary of Laboratory Water-Soluble Test Results
Table B-V, Summary of Single-Point Consolidation Tests
APPENDIX C
CPT Logs and Supporting Data
APPENDIX D
LIQUEFACTION ANALYSIS
APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
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GEOTECHNICAL INVESTIGATION
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1. PURPOSE AND SCOPE
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This report presents the findings of a geotechnical and fault investigation for the proposed
approximately 45-acre residential development. The location of the site is indicated on the' cnclosed
Vicinity Map, Figure 1. The purposes of the investigation were to perform a ge,)technical
investigation within the western portion of the site, and perform a geotechnical and fault investigation
within the eastern portion of the site. During these investigations Geocon Incorporated was to sample
and observe the prevailing soil conditions and, based on the conditions encountered, provide
preliminary recommendations regarding the geologic and geotechnical aspects of developing the
property as presently proposed.
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The scope of the investigation included a site reconnaissance, review of aerial photogmphs and
pertinent geologic literature, nine Cone Penetrometer Test (CPT) soundings, six hollow-stem borings
and the excavation of approximately 1,400 lineal feet of fault trench. Details of the geotechnical
portion of the field investigation are presented in Appendix A. The fault investigation is di~,cussed in
Section 6.1. The approximate locations of the exploratory excavations are depicted on the Geologic
Map (Figure 2).
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Laboratory testing was performed on samples of materials obtained from the exploratory excavations
to determine t he maximum dry density and optimum moisture content, expansion potential, shear
strength characteristics, collapse potential and water-soluble sulfate content. Details of the laboratory
testing are presented in Appendix B.
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2.
SITE AND PROJECT DESCRIPTION
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The subject site is an irregular shaped parcel of land consisting of approximately 45 acres, located in
the City of Temecula, Riverside County. The site is bounded on the east by an existing residential
subdivision, the north by Temecula Creek, the west by Temecula Lane and Pala Community Park,
and to the south by Loma Linda Road. The site topography slopes downward to the northwest toward
Temecula Creek. Several areas of end-dumped fill were observed throughout the site.
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At the time of the field exploration, the site was occupied by several horse ranches. House trailers,
barns and horse corrals occupied the site and restricted investigation access. Vegetation within the
site consisted of grass, weeds, bushes and trees in the vicinity of the residences. Weeds and brush
were observed in the northeastern portion of the site. Two abandoned vehicles, discarded farm
equipment, and miscellaneous debris were observed in the northeastern and eastern portions of the
site.
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Underground utilities known to exist within the site include a Rancho California water line along the
eastern property boundary and several private waterlines within the horse corral areas. Other utilities
are likely present along the western and southern portions of the site in association with the
residences. On-site septic systems are likely present in association with the existing residences.
Several PVC and concrete irrigation lines were encountered within the fault trench excavations in the
northeastern portion of the site.
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The 40-scale Site Map prepared by RBF Consulting dated October 15, 2003, was utilized as the base
for our Geologic Map, Figure 2. The eastern portion of the site will be graded for the future
construction of 105 single family residences, a basin, a tot lot and a pocket park. The western portion
of the site will be graded for future construction of 106 multi-family structures and two basins. The
northern 275 feet of the site, along Temecula Creek, will remain undeveloped due to the location of
the flood plain. Elevations will be raised on the order of 3 to 5 feet within the site. Slopes are
anticipated to be on the order of 5 feet or less.
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The rear lot lines along the eastern site boundary have been set back approximately 66 feet from the
existing toe of slope associated with the adjacent subdivision. Our fault trenching extends 43 feet east
of the proposed rear lot lines along the eastern site boundary.
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The site description and proposed development are based on a site reconnaissance, ob~ervations
during the field investigation, a review of the referenced geologic publications and the tentative tract
map dated October 15, 2003. If project details differ significantly fi'om those described, Geocon
Incorporated should be contacted for review and possible revision to this report.
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2.1 Previous Geotechnical Report Review
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EnGEN performed a geotechnical investigation with the western portion of the site in 2003. They
executed 10 hollow-stem a uger borings and performed engineering analysis on the data collected.
They recommended that the upper 15 feet of alluvium within the site be removed and replaced with
compacted fill. Locations of EnGEN's borings are noted on Figure 2 and their Logs are induded in
Appendix A.
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3.0 LOCALIZED FAULTING LITERATURE REVIEW
Several geologic fault studies have been performed in the vicinity of the site. Geocon has reviewed
these investigations and publications and presents a summary of each below. The approximate
locations of the geologic studies are noted on the Geologic Report Index Map, Figure 3.
Michael P. Kennedy published a geologic report and map of the Temecula area in 1977, California
Division of Mines and Geology (CDMG) Special Report 131. Kennedy identifies the location of the
Wildomar fault within Wolf Valley as the break in topography between the flat alluviated valley to
the west and t he low rolling hills tot he east. He further characterizes the fault a sag roundwater
barrier within the recent Temecula Creek valley. This would place the fault at the toe of a graded
slope along the eastern property boundary. Kennedy characterizes the Wildomar fault as a steeply-
dipping strike-slip fault with a normal component along which the west side has dropped downward.
The fault is thought to consist of several discontinuous strands, which extend less than a mile to only
a few hundred feet. Kennedy's postulated location of the Wildomar fault is noted on the Geotechnical
Map, Figure 2.
Pacific Soils (PS) performed a liquefaction and fault investigation within the "Murdy/Trotter Parcel"
located immediately south of Loma Linda Road. PS reviewed and summarized several previous
published and unpublished works regarding the Wildomar fault. Their review included previous work
done on the site by Saul, Highland Soils, Earth Research Consultants, and Petra Geotechnical.
Kennedy identified the Wildomar fault as rupturing the QuaternaJY Pauba formation and based its
location through the alluvium on vegetation lineaments. Saul identified the Wildomar fault as having
ruptured Holocene alluvium, and located it along a tonal lineament which may have indicated a
ground water barrier. A magnetometer survey was performed by Ra ssmussen which indicated a weak
anomaly along the northeastern portion of the site. Pacific Soils also performed a lineament analysis
utilizing Riverside County photographs dated 1953, 1974, 1980, and 1983. They did nOl observe
lineaments that they believed were due to faulting. PS contended that observed lineaments are likely
due to buried sandy channel deposits in contact with finer grained over bank deposits as was observed
within the trenches. Additionally, based on their aerial photo review, PS attributes some of the
apparent lineaments within the site to cultivation patterns. In association with their investigal ion, they
drilled three rotary wash borings and excavated 21 trenches. Specifically, Pacific Soils excavated
fault trench T-1O across the magnetic anomaly and Saul's inferred fault location, approximately 100
feet south of Lama Linda Road. They also reviewed Highland Soils trench HT-3, which was
excavated across a fault located up slope from the valley contact, approximately 300 feet south of
Loma Linda Road. Pacific Soils trenches extended 10 to 15 feet into the alluvial soils. Their
excavations exposed continuous, unfaulted alluvium and PS concluded that the fault location inferred
by Saul did not exist. PS concluded that fault trenches revealed unfaulted alluvium and oniy mildly
deformed to non-deformed Pauba formation bedrock. Therefore, they did not believe that building
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setbacks were warranted. Highland Soils did report faulting within their trench HT-3. PS retrenched
this area and did not observe the fault related features within the Pauba that were reported by
Highland.
In 1996, Bergmann and Rockwell performed a three-dimensional fault analysis to estimate the
Holocene slip rate of the Elsinore fault at two locations, Murrieta and Temecula. The Temecula
location was north of the site, immediately north of Temecula Creek. Their analysis of stereo and
infrared photographs indicate that four strands were noted based on tonal lineaments and a pressure
ridge. Several fault trenches revealed faulting extending to the topsoil. Carbon samples indicated an
age of approximately 6.2 thousand years for the alluvial deposits. Based on this data they concluded
that a minimum slip 0 f 2 mm/year accumulated on the three investigated strands 0 f the Wildomar
fault. Therefore, they believed that the Wolf Valley fault carried most of the slip through the
Temecula Valley. They also discussed a report, which studied the Wolf Valley fault in the
southeastern area of the valley and noted that the Wolf Valley fault appeared to experience much
more movement through the valley than does the Wildomar fault. They discussed the possibility of
non-brittle deformation as accommodating slip along the Wildomar zone and they cited the
abundance of liquefaction features observed within the trenches as evidence for this.
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EnGEN performed an investigation for the proposed middle school in 1999. The James Gardner
middle school site is located south of the site, immediately southwest of the intersection of Loma
Linda Road and Via Del Coronado. They cited Pacific Soils report (previously discussed herein) as
evidence that subsurface rupture did not occur at the site. They also argued that due to the activity of
the Wildomar fault, evidence of rupture within the upper 10 to 15 feet of alluvium should have been
present if the fault presented a surface rupture risk to the site. EnGEN also suggested that CPT
borings could bc utilized to investigate the fault zone within the site at depth, through the Holocene
alluvium.
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Petra Geotechnical performed a fault investigation north of the subject site, immediately north of
Temecula Creek, at the Bergmann-Rockwell site, Petra excavated tive trenches within the site to
depths ranging from 10 to 13 feet. Faulting was encountered within trenches T -I and T-2, along
previously identified photo-lineaments and Bergmann & Rockwell fault locations. The fault located
within T-2 could not be located 75 feet to the south within T-5. Building setback zones were
recommended on either side of the through-going fault splays. A building setback was established
around the fault within T-2 but the zone was not continued through to T-5.
Pacific Soils performed an updated geotechnical and fault report for the northern portion of the
Murdyrrrotter Parcel in 2001. They reiterated their original 1989 report, performed additional fault
trenching a nd advanced CPT soundings within the fault zone. No evidence 0 ffaulting was found
within their trenches. The CPT data indicated that the alluvial/ Pauba contact was a depositional one
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and no abrupt subsurface features were present. Geotechnical data obtained during the investigation
indicated the soils were very low to highly expansive, mildly to severely corrosive, and contained
sulfates which ranged from negligible to severe.
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Lawson & Associates Geotechnical Consulting, Inc. (LGC) performed a due diligence investigation
on the northern portion of the Murdyrrrotter Parcel in 2003. LGC excavated hollow-stem auger
borings, test pits and a 24 foot deep fault trench for the Wolf Valley fault. The fault trench, which
extended from Pechanga Parkway eastward, revealed no evidence of faulting. LGC concurred with
Pacific Soils' conclusions and recommendations with respect to the Wildomar fault.
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Riverside County and City of Temecula records were searched for a fault investigation within the
Alquist-Priolo Earthquake Fault Zone (AP) zone for Tract 23267-3, immediately east of the site.
Geosoils, Inc. apparently performed the geotechnical investigation for development of the site and
provided geotechnical services during grading. Conversations with representatives from Geosoils
indicate that they performed trenching within Tract 23267-3 north of Loma Linda Road and
extending east from the projection of Via Del Coronado. Their trenches extended to depths of 30 feet
and exposed Pauba formational bedrock within the excavations. They observed inter-Pauba fracturing
but did not observe any fracturing within the overlying soils. The then Riverside County Geologist,
Mr. Steve Kupferman, and Dr. Roy Shlemon walked through the trenches and concurred that faulting
was not present within the site.
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4. SOIL AND GEOLOGIC CONDITIONS
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The materials encountered during this investigation include soils consisting of undocumented fill and
alluvium. Pauba formational bedrock is believed to underlie the slte at depth. Formational deposits
were not encountered within the site to the depth of 51.5 feet. Soils encountered and/or observed are
discussed below and their location is illustrated on the Geologic Map (Figure 2).
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4.1
Undocumented Fill (Qudf)
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Undocumented, end-dumped artificial fill was observed within the northeastern portion of the site.
The current owner of the site indicated that the end-dumped fill was locally derived from swimming
pool excavations. Our observations indicate that the fill consists of loose to medium dense, dry, silty
sands which contain variable amounts of landscape and construction debris. A significant amount of
roofing tile and concrete debris was observed in the north-central portion of the site, northwest of the
horse track. In addition, fill was observed along a water line in the eastern portion of the site. The fill
consisted of medium dense, dry silty sand, which was brown and fine to coarse. All undocumented
fill is considered compressible and will require remedial grading prior to fill placement and/or
construction of settlement sensitive site improvements.
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4.2 Alluvium (Qal)
Alluvial deposits underlie the entire site to a depth in excess of 51.5 feet. The alluvial depm,its consist
of poorly graded sands, silty sands, silts, clays and occasional cobble layers. The units are laminated
to thickly bedded often exhibiting crossbedding. The alluvium is generally medium dense and dry to
wet. Occasional layers of loose alluvium were encountered within borings B-3 at 8 feet; B-4 from 0
to 8 feet; and within B-5 from 7 to 9.5 and from 11.5 to 14.5 feet. The upper portions of the alluvium
will require remedial grading; a more detailed discussion of the remedial grading is presented in the
"grading" section of this report.
4.3 Quaternary Pauba Formational Bedrock (no map symbol)
Sandstones and siltstone of the Pauba formation are believed to underlie the site at depth. Pauba
sandstones are exposed in the hills to the east. Based on CPT soundings performed by Pacific Soils
(Pacific Soils, 200 I) the contact between the alluvial sediments and the Pauba Bedrock is gradational
in the vicinity of the site. The Pauba formation is not noted on the Geologic Map due to it" depth of
occurrence.
5. GROUNDWATER
Groundwater was encountered during our subsurface investigation on the site from 15 to 23 feet
below ground surface (bgs) within the eastern portion of the site. EnGEN encountered groundwater at
43 to 48 feet (bgs) during their investigation of the western portion of the site. Based on the variable
depth of groundwater and the presence of clay/silt layers eneountered during our subsurface
investigation, localized areas of perched groundwater are likely occurring within the site.
6. GEOLOGIC HAZARDS
6.1 Faulting
6.1.1 Regional Faulting
Southern California is a seismically active region near the active boundary between the North
American and Pacific tectonic plates, The principal source of seismic activity is movement along the
northwest-trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. It is
estimated that 55 millimeters of slip per year occurs along the plates.
By definition of the State Mining and Geology Board, an active fault is one which has had surface
displacement within the Holocene Epoch (roughly the last 11,000 years). This definition is used in
delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act
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of 1 972 a nd as revised in I 994 and 1 997 tot he Alquist-Priolo Earthquake Fault Zoning A ct and
Earthquake Fault Hazard Zones (AP Zone). The intent of the act is to require fault investigations on
sites located within Earthquake Fault Hazard Zones to preclude new construction of certain habitable
structures across the traces of active faults. The eastern portion of the site is located within the AP
zone for the Wildomar branch of the Elsinore fault zone.
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Based on our review of geologic literature, the closest active faults to the site are the Wildomar
branch of the Elsinore fault zone located immediately east of the site; the Wolf Valley branch of the
Elsinore fault zone located approximately 6 kilometers (4 miles) west of the site; the Elsinore-Julian
fault located approximately 14 kilometers (8.75 miles) southeast of the site; the Elsinore-Glen Ivy
located 29 kilometers (18 miles) northwest of the site; and the San Jacinto fault located 34.4
kilometers (21.5 miles) east of the site. The most significant faults with respect to location and
possible ground motion are the Wildomar and Wolf Valley branches of the Elsinore-Temecula fault
zone. A Regional Geology and Fault Map are presented herein in Figure 4 and a Regional Seismicity
Map is presented as Figure 5.
6.1.2 Lineament Analysis
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In order to identify possible unmapped faults and to evaluate topographic expressions of published
fault traces, we performed a lineament analysis of the site. Black and white vertical, stereographic
photographs of the site from flights taken in 1949, 1962, 1974, 1980, 1990, 1995, and 2000 at scales
ranging from I inch equals 1,600 feet to I inch equals 2,000 feet were utilized in our lineament
analysis.
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Lineaments were classified according to their development as strong, moderate or weak. A strong
lineament is a well-defined feature, which can be continuously traced several hundred feet to a few
thousand feet. A moderate lineament is less well defined, somewhat discontinuous and can be traced
for only a few hundred feet. A weak lineament is discontinuous, poorly defined, and can be traced for
a few hundred feet or less. A strong lineament was observed several hundred feet northeast of the
site. This lineament coincides with the break in topography north of Highway 79 and continues
southeastward, across the valley, as a subtle tonal change. A second, moderate lineament was noted
to project toward the subject site approximately 600 teet from the eastern property boundary. This
lineament was noted by a distinct vegetational contrast within the aetive Temecula Creek channel. A
weak tonal lineament, coincident with a bend in the Temecula Creek channel, was observed
northwest of the subject site. The lineament was not observed south of the channel. The area of the
channel bend appears to be impacted by and may be due to chalmel meandering. No lineaments
suggestive of faulting were apparent within the subject site.
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6.1.3 On-Site Fault Investigation
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Our fault investigation, including the excavation of approximately 1400 lineal feet of trenches to
depths ranging from 12 to 19 feet, was performed from September 29 through October 7, 2003. The
sides of the excavations were benched at an effective slope ratio of 1:1 (horizontal:vertical) to provide
safe working conditions within the trenches. Four fault trenches were excavated within the site.
Trenches FT-l and FT-2 were excavated to cover the AP zone and intercept a lineament which trends
toward the site. Trenches FT-3 and FT -4 were excavated to intercept features observed at stations
0+63 and 2+90 within FT -1. Mr. David Jones, Riverside County Geologist, visited the site on
October 7 to review the excavations and discuss the project with Geocon. The fault trench locations
were then surveyed by RBI' Consulting to aid relocation during grading. The trenches were backfilled
utilizing a loader and a water truck. The lower five feet of the fault trenches were backfilled with
cohensionless sands which were flooded into place. The middle and upper portions of the trenches
were backfilled with moisture conditioned soils which were wheel rolled every two to lour feet.
Moisture conditioning and wheel rolling of the backfill materials was performed to comply with a
condition from the current property owner who requested that the material be backfi lied and
compacted to the in-situ density of the surrounding soils. A discussion of each fault trench is
provided below.
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Fault Trench 1 (FT -1) was excavated within the AP zone, beginning near the eastern property
boundary and extending westward. The excavation was 784 feet long and was 12 to 17 f"et deep.
The trench excavation exposed cross-bedded sands and silts which are typically gray (4/1 OY), dry to
wet and loose to medium dense. Dark gray to black clay rip-up clasts are common within the coarse
sand units. Several continuous, laminated, mafic-rich beds were observed within the lower portion of
the trench. A moderate to abundant amount of iron oxidation staining was observed throughout the
trench at depths of 7 to 10 feet below natural ground. Some iron oxidation staining along bedding was
also observed along coarse beds within the lower portion of the trench. A single fracture was
observed at station 0+63 and was evident by increased moisture along the fracture. An approximate
trend for the fracture was N8E with a steep dip to the west. Some laminated beds appeared to be
displaced approximately I inch down on the west. This feature terminated approximately 7 feet
below the ground surface with what appeared to be a sand boil. Continuous, laminated silt and sand
beds overlaid this feature. Liquefaction features were observed 7 to ] 0 feet below natural ground at
stations 1+40 and 2+65. Continuous, undisturbed, laminated silt and sand beds were observed below
and above these features, A group of fractures was observed at station 2+90. These fractures were
observed in the lower five feet of the excavation where I to 2 inches of vertical offset (down to the
west) was observed across the fractures, with a total offset of three inches down to the west
throughout the zone. The fractures trended N24W to N45W and dipped steeply to the southwest to
vertical. Continuous, undisturbed, laminated silts and sands were observed overlying the Iractured
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sediments. Fault trench FT-3 was excavated to intercept the fracture,; Jyom FT-I at station 2+90 and
FT -4 was excavated to intercept the features found within FT-I from stations 0+63 through 2+90.
Fault Trench 2 (FT -2) was excavated within the western portion of the AP zone and overlapped the
FT-I excavation by 60 feet. The excavation was 302 feet long and 12 to 19 feet deep. The excavation
exposed two to five feet of fill overlying cross-bedded silts and sands. Some clay rip-up clasts were
observed within the trench in association with the coarse sands. A moderate amount of iron oxide
stringers were observed at 7 to 10 feet below natural ground. Several continuous sand and silt beds
were observed throughout the trench. No evidence of faulting, fracturing or liquefaction related
features were observed within FT -2.
Fault Trench 3 (FT-3) was excavated approximately 70 feet south of FT-l and was intended to
intercept the fracture features observed at station 2+90 within FT-1. The trench was 147 feet long and
14 to 15 feet deep. The trench exposed laminated to thickly-bedded sands in the western portion of
the trench and a channel filled with coarse sand and clay rip-up clasts and blocks in the eastern
portion of the trench. No faulting, fracturing or liquefaction related features were observed within the
trench.
Fault Trench 4 (FT-4) was excavated approximately 250 feet south of FT-I and was placed to
intercept the features found within FT-I, at stations 0+63 through 2'-90. The trench was 163 feet long
and 14 to 16 Yz feet deep. The excavation exposed cross-bedded laminated silts and sands to thickly
bedded sands. Abundant iron oxide staining was observed along bedding. The clay and coarse sand
filled channel was also observed within FT -4. Bedded sands were observed below most of the
channel. No evidence of faulting, fracturing or liquefaction was observed within FT-4.
6.1.4 Age Dating
Several carbon samples were obtained within FT-1. Sample CI was obtained from a silt layer located
approximately 12 feet below natural ground; samples C2, C3, and C4 were obtained from clay rip-up
clasts approximately 14 feet below natural ground; samples C5 and C6 were obtained from a silt bed
which underlaid the coarse sand and clay filled channel; sample C7 was a portion of a tooth obtained
from a sand bed approximately 34 feet below natural ground; sample C8 was a portion of a shell
obtained from a sand bed approximately 14 feet below natural ground; and sample C9 was a possible
bone fragment obtained from a sand bed within the upper 10 feet of the trench. Samples CI, C6, and
C8 were age dated by the Accelerator Mass Spectrometer (AMS) method by Beta Analytical, Inc.
These samples were chosen due to their stratigraphic location within the sedimentary layer~ and the
likelihood that these deposits represented the age of the units in which they were found.
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Age dating results indicate the C-l sample yielded an age of 1950HO years before present (ybp); the
C-6 sample yielded an age of 230*30 ybp; and the C-8 sample yielded an age of 2890*40 ybp. Due
to the stratigraphic location of the samples within the trenches it can be reasonably assumed that the
age of the sediments within the exposure were 2000 to 3000 years old with an erosional/depositional
event occurring approximately 230 years ago which resulted in the deposition of the clay/sand
channels.
6.2 Seismic Design Criteria
The nearest known active fault and source of the design earthquake is the Elsinore-Temec:ula Fault
Zone located immediately east of the site. The maximum credible earthquake was estimated to be
magnitude 6.8 Moment magnitude (Mw) for the Elsinore-Temecula fault zone.
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The UBC established Seismic Zones (often accepted as minimum standards) based on map, showing
ground motion with a 475-year return period or a 10% probability of exceedance in 50 years. Our
analysis indicates a 10% probability that a horizontal peak ground acceleration ofO.60g (probabilistic
mean) would be exceeded in 50 years. The design earthquake is considered a magnitude 6.8 Mwevent
that would generate a probabilistic peak ground acceleration (PHGA) of 0.60g (FRISKSP, Blake
2000).
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The effects of seismic shaking may be reduced by adhering to the 1997 UBC and seismic design
parameters suggested by the Structural Engineers Association of California. The UBC seismic design
parameters for this site are presented on Table 6.2:
TABLE 6.2
SITE DESIGN CRITERIA
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Parameter Value UBC Reference
Seismic Zone Factor OAO Table 16-1
Soil Profile SD Table 16-1
Seismic Coefficient, C, 0,57 Table 16-Q
Seismic Coefficient, Cy 1.02 Table 16-R
Near-Source Factor, Na 1.3 Table 16-S
Near-Source Factor. Ny 1.6 Table 16- T
Seismic Source B Table 16-U
The principal seismic considerations for most structures in southern California are surface rupture
along fault traces and damage caused by ground shaking or seismically induced ground settlement.
Although evidence of faulting was not found within the site, the site is located within an AP Zone.
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Therefore, ground rupture hazards within the site cannot be ruled out. Lurching due to ground
shaking from a seismic event along the Elsinore-Temecula fault zone is a possibility within the site.
Differential settlement of fill soils due to high levels of ground shaking are expected to be within
acceptable limits, provided the recommendations provided in this report are followed.
6.3 Liquefaction
Liquefaction is a phenomenon during which loose, saturated, relatively cohesionless soil deposits lose
shear strength during strong ground motions. Primary factors controlling liquefaction include
intensity and duration of ground motion, gradation characteristics of the subsurface soils, in-situ
stress conditions and the depth to groundwater. Liquefaction is typified by a loss of shear strength in
the liquefied layers due to rapid increases in pore water pressure generated by earthquake
accelerations.
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A liquefaction analyses was performed on the soil profiles identified in borings CPT-2, CPT-4, CPT-
5, CPT-7 and CPT-8. These analyses were based on an assumed high groundwater level of 10 feet
and utilized a peak site acceleration of 0.60g obtained for FRISKSI' (Blake 2000). The results of our
computer generated analysis (LIQUIFY 2) are provided in Appendix D.
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The results of these analyses indicate that the soils at borings CPT-2 and CPT-4 are not susceptible to
liquefaction due to the medium dense to dense nature of the soils at these locations. Locali2ed zones
ofsoils with a potential for liquefaction were identified within borings CPT-5, CPT-6, CPT-7and
CPT -8. Given the depth of overlying nonliquefiable soil and the recommended remedial grading, it is
our opinion that the potential for surface manifestations resulting fi-om soil liquefaction is low. The
most significant affect of possible soil liquefaction will be settlement due to volumetric strain within
the liquefiable zones. Based on the relationships developed between volumetric strain, cyclic stress
ratio and SPT N-values (Tokimatsu and Seed, 1987), we estimate total settlement resulting from soil
liquefaction at borings CPT-5, CPT-6, CPT-7 and CPT-8 to range from less than Y, inch to 3~1, inches.
A maximum differential settlement of I % inches over a 40- foot horizontal distance should be
considered in design.
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7.
CONCLUSIONS AND RECOMMENDATIONS
7.1 General
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7.1.1
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7.1.2
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7.1.3
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Soil or geologic conditions that would preclude the proposed residential development of
the property were not encountered during our investigation. Therefore, development of the
property is considered feasible provided that the recommendations of this report are
followed.
Undocumented artificial fill and near-surface alluvium are not considered suitable to
provide structural support in their present condition and will require remedial grading.
Trash and deleterious materials should be removed from the undocumented fill wils prior
to their utilization as engineered fill soils.
The majority of the soils at this site are not susceptible to liquefaction. Isolated zones do,
however, possess a potential for liquefaction. The effects of soil liquefaction are expected
to be differential settlement which has been estimated to bc less than I % inches over a 40-
foot span.
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7.1.4 Groundwater was encountered during our investigation at depths of approximately 15 to 23
feet. Seasonal groundwater may be as shallow as 10 feet below natural ground. Depending on
the time of the year that grading operations are performed, groundwater may be encountered
during remedial grading.
7.1.5 The majority of the on-site materials consist of silty sands and low plastic clays to fine sandy
silts, generally possess a very low to low expansion potential, as defined by the Uniform
Building Code (UBe) Section 18-I-B, and exhibit moderate shear strength charaeteristics.
However, localized areas of highly plastic clays were observed within the fault trench
excavations. The very low to low expansive on-site soils are considered suitable fix use as
fill, capping of lots and construction of fill slopes. Materials with an expansion potential
greater than low (Expansion Index >50) should be kept at least 3 feet below proposed finish
grade elevations (if possible).
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7.2 Evaluation of Onsite Faulting
Based on our literature review and fault trench excavations, surface rupture due to active faulting is
not considered likely within the site. Additionally, due to the scarcity of liquefaction features
observed within the trenches, compared to the Bergmann and Rockwell site, ductile deformation
along the fault zone does not appear to have occurred within the subject site. The fault trench
excavations along the eastern property boundary were limited by the Rancho California water line.
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As such, faulting east of our FT -I excavation cannot be ruled out. Therefore, Geocon recommends
that a building setback zone be established along the eastern property boundary and extend 50 feet
west of the eastern terminus of FT -I. The recommended setback zon" is noted on the Geologic Map,
Figure 2.
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7.3
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7.3.1
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7.3.2
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7.3.3
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7.3.4
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7.4
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7.4.1
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7.4.2
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7.4.3
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Soil and Excavation Characteristics
The undocumented fill and alluvium can be excavated with conventional heavy-duty
grading equipment. Any oversize rock encountered should be placed in accordance with
the Recommended Grading Specifications presented in Appendix E.
Excavations should be made in conformance with OSHA requirements. Excavations made
adjacent to property lines or the existing improvements should not be left open during
hours when construction is not being performed.
The results of laboratory testing indicates that the sample~, tested have water-soluble sulfate
contents with a negligible sulfate rating as defined by the 1997 Uniform Building Code
(UBC) Table 19-A-4. These tests are general indications only and additional testing should
be performed at finish grade (materials within 3 feet of rough pad grade elevations).
Geocon Incorporated does not practice in the field of cotTosion engineering. Therefore, if
improvements that could be susceptible to corrosion are planned, it is recommended that
further evaluation by a corrosion engineer be performed. It is also recommended that these
results, and the recommendations from the corrosion engineer be forwarded to the
appropriate design team members (i.e. project architect, engineer) for incorporation into the
plans and implementation during construction.
Grading
Grading should be performed in accordance with the Recommended Grading Specifications
contained in Appendix E. Where the recommendations of this section conflict with those of
Appendix E the recommendations of this section take precedence.
Prior to grading, a preconstruction conference should be held at the site with the owner or
developer, grading contractor, civil engineer and geoteclmical engineer in attendance.
Special soil handling requirements can be discussed at that time.
Site preparation should begin with the removal of deleterious material, any underground
utilities, onsite sewage disposal systems, construction debris and vegetation. The depth of
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7.4.4
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7.4.5
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7.4.6
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7.5
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7.5.1
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removal should be such that material exposed in cut areas or soils to be used as fill are
relatively free of organic matter. Removal of trees should also include the removal of
stumps and root balls. Deleterious material generated during stripping and/or site
demolition should be exported from the site.
Undocumented fill and alluvium should be removed to a depth 0 fat least 8 feet below
existing or finished grade, whichever is deeper. This recommendation will result in all fill
and cut areas being undercut at least 8 feet. Greater depths of removal should be expected
within the fault trenches and in any areas where undocumented fill extends below 8 feet.
Actual removal depths should be determined by our perwlmel at the time of grading. The
intent of this recommendation is to mitigate the affects of possible soil liquefaction and to
reduce expected differential settlements to within generally acceptable levels (1 inch static
and 2 inches dynamic over a 40 foot span).
During remedial grading, temporary slopes should be planned for an inclination no steeper
than I: I (horizontal: vertical). Grading should be scheduled to backfill against these slopes
as soon as practical. Removals along the edge of gradmg should include excavation of
unsuitable soils that would adversely affect the performance of the planned fill, i.e., extend
removals within a zone defined by a line projected down and out at an inclination of I: 1
from the limit of grading to intersect with approved left-in-place soils.
After removal of surficial soils, the exposed ground surface should be scarified, moisture
conditioned to slightly above optimum moisture content, and compacted. Fill soils may
then be placed and compacted in layers to the design finish grade elevations. Fill, including
backfill should be compacted to at least 90 percent of the laboratory maximum dry density
and near optimum moisture content, as determined by ASTM Test Procedure DI557-00.
Bulking and Shrinkage Factors
Estimates of embankment bulking and shrinkage factors are based on comparing laboratory
compaction tests with the density of the material in its natural state as encountered in the
exploratory excavations. Variations in natural soil density, as well as in compacted fill
density, render shrinkage value estimates very approximate. As an example, the contractor
can compact the fill soils to any relative compaction of 90 percent or higher of the
maximum laboratory density. Thus, the contractor has approximately a 10 percent range of
control over the fill volume. Additionally, the deleterious material removed lrom the
undocumented fill will likely reduce the volume of material an unknown amount. Based on
the limited work performed to date, it is our opinion that the following shrinkage and
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7.6
7.6,1
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7.6.2
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7.6.3
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7,6.4
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7.6.5
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bulking factors can be used as a basis for estimating how much the on-site soils may shrink
or swell (bulk) when excavated from their natural state and placed as compacted fills.
TABLE 7.5
SHRINK/BULK FACTORS
~3
Soil Unit ShrinklBulk Factor
Undocumented Fill (Qudf) 10 to 20 percent shr'
Alluvium (Qal) 7 to 10 percent shrinl<
We also suggest that a subsidence value of 0, 1 5 foot be utilized within the alluvial areas of the site
for estimating earthwork quantities,
Slopes
For preliminary purposes, fill slopes constructed with the on-site soils are anticipated to be
stable with respect to deep seated and surficial instability to heights of at least 15 feet and
at an inclination of 2: I (horizontal:vertical). A surficial stability analysis has been
performed based on an assumed 4 -foot zone 0 f saturation. This analysis is provided on
Figure 6.
Fill keys should be constructed at the toe of fill slopes. Keyways should extend 2 or more
feet into competent native soils. Typical keyway dimensions and recommendations are
provided in the Recommended Grading Specifications, Appendix C.
Fill slopes should be overbuilt at least 3 feet horizontally and then cut to the design finish
grade. As an alternative, fill slopes may be compacted by backrolling with a sfteepsfoot
compactor at vertical intervals not to exceed 4 feet and then track-walked with a D-8
bulldozer, or equivalent, such that the soils are uniformly compacted to at least 90 percent
to the face of the finished slope.
In general, cohesionless soils should not be placed in the outer 15 feet of the face of fill
slopes.
Slopes should be planted, drained and maintained to reduce erosion. Due to the granular
nature of the majority of the site soils, consideration should be given to landscaping the
slopes soon after completion to reduce the potential for surficial erosion.
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7.7
7.7.1
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Foundation
Foundations and slabs should be designed in accordance with structural considerations, the
seismic parameters provided in this report and the recommendations pre"ented in
Table 7.7.1. Foundations for either Category I, II, or III, as described in Table 7.7.1, may
be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf)
(dead plus I ive load). This bearing pressure may be i nereased by one-third for transient
loads such as wind or seismic forces. In addition, foundations constructed upon "oils with
an Expansion Index (El) greater than 20 should also comply with Chapter 18 of the UBC.
Based on the results of our preliminary testing, we anticIpate that the buildings at this site
may be designed for Very Low to Low soils (EI~51). However, some Medium Expansive
(EI2:51) soils may be encountered at completion of grading. We recommend that as grading
progresses, each building pad be .evaluated for its expansive potential. The final footing and
slab design for each building should be designed based on the results of that evaluation.
These recommendations are provided as a minimum and do not supersede local ordinance
codes or requirements ofthe project structural engineer.
TABLE 7.7.1
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation Minimum Continuous FootinJ~ Interior Slab
Footing Depth
Category (inches) Reinforcement Reinforcement
I 12 Two No.4 bars 6 x 6 - 10110 welded wire
One top and bottom mesh at slab mid-point
II 18 Four No. 4 bars No.3 bars at 24 inches on
Two top and bottom center, both directions
III 24 Four No,S bars No.3 bars at 18 inches on
Two top and bottom center, both directions
CATEGORY CRITERIA
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Notes:
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Category I: Maximum fill thickness is less than 20 feet and Expansion Index (EI) ~50.
Category II: Maximum fill thickness is less than 50 feet, variation in fill thicl91ess is between 10 feet
and 20 feet across anyone building or EI >50.
Category III: Fill thickness exceeds 50 feet, variation in fill thickness exceeds 20 feet or EI >90.
1. All footings should have a minimum width of 12 inches.
2. Footing depth is measured from lowest adjacent subgrade. The"e depths apply to both exterior and
interior footings.
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7.7.2
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7.7.3
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7.7.4
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3. All interior living area concrete slabs should be at least 4 inches thick for Categories I and II and
5 inches thick for Category III. This applies to both building and garage slabs-on-grade.
4. All interior concrete slabs should be underlain by at least 4 inches (3 inches for a 5-inch slab) of
clean sand (SE>30) or crushed rock.
5. All slabs expected to receive moisture sensitive floor coverings or used to store moistw"e sensitive
materials should be underlain by a IO-mil vapor barrier covered with at least 2 inches of the clean
sand recommended in No.4 above.
For Foundation Category III, the structural slab designer should consider using interior
stiffening beams and connecting isolated footings and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs that exceed 5 feet m
width to the building foundation to reduce the potential for future separation to occur.
Where buildings or other improvements are planned near the top of a slope steeper than 3: I
(horizontal:vertical), special foundations and/or design considerations are recommended
due to the tendency for lateral soil movement to occur.
. For cut and fill slopes less than 20 feet high, building and wall footings ~;hould be
deepened such that the bottom outside edge of the footing is at least 7 feet horizontally
inside the face of the slope.
. For fill slopes inclined at 3:1 (horizontal:vertical) or flatter, the bottom outside edge of
building and wall footings should be at least 5 feet horizontally inside the face of the
slope, regardless of slope height.
. Swimming pools located within 7 feet of the top of fill slopes are not recommended.
Where such a condition cannot be avoided, it is recommended that the portion of the
swimming pool wall within 7 feet of the slope face be designed assuming that the
adjacent soil provides no lateral support. This recommendation applies to fill slopes up
to 30 feet in height.
. Although' other improvements which are relatively rigid or brittle, such as concrete
flatwork or masonry walls may experience some distress if located near the top of a
slope, it is generally not economical to mitigate this potential. It may be possible,
however, to incorporate design measures which would permit some laleral soil
movement without causing extensive distress. Geocon Incorporated, should be
consulted for specific recommendations
As an alternate to the foundation recommendations previously provided, post-tensioned
concrete slab and foundation systems may be used for support of the proposed structures.
The post-tensioned systems should be designed by a structural engineer experienced in
post-tensioned slab design using design criteria of the Post-Tensioning Institute (UBC
Section 1816). Although this procedure was developed for expansive soils, it can also be
used to reduce the potential for foundation distress due to differential settlement. The post-
tensioned design should incorporate the geotechnical parameters presented on the
following table entitled Preliminary Post-Tensioned Foundation System Design
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7.7.5
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7.7.6
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Parameters for the particular Foundation Category desib'l1ated. It is recommended that
post-tensioned slabs have a minimum thickness of 5 inches. Recommended allowable soil
bearing pressures are presented in Section 7.7.1.
TABLE 7.7.2
PRELIMINARY POST-TENSIONED FOUNDATION SYSTEM DESIGN
PARAMETERS
Post-Tensioning Institute (PTI) Foundation Category
Design Parameters I (EI<5I) II (EI<91) III (EI<131)
I. Thomthwaite Index -20 -20 -20
2. Clay Type - Montmorillonite Yes Yes Yes
3. Clay Portion (Maximum) 30% 50% 70%
4, Depth to Constant Soil Suction 7.0 ft. 7.0 ft. 7.0 ft.
5. Soil Suction 3.6 ft. 3.6 ft. 3,6 ft.
6. Moisture Velocity 0.7 in./mo. 0.7 in./mo. 0.7 in./mo.
7. Edge Lift Moisture Variation Distance 2.6 ft. 2.6 ft. 2.6 ft.
8. Edge Lift 0.41 in. 0.78 in. Ll5 in,
9. Center Lift Moisture Variation Distance 5.3 ft. 5.3 ft. 5.3 ft.
10. Center Lift 2.12 in. 3.21 in. 4.74 in.
Notes:
I. Footings should have a minimum width of 12 inches, Footings should have a depth of at least
12 inches for Category I, 18 inches for Category I and 24 inches for Category III,
2, Intclior living area concrete slabs should be at least 5 inches thick. This applies to both building
and garage slabs-on-grade.
3. Interior concrete slabs should be underlain by at least 3 inches of clean sand (Sand Equivalent
>30) or crushed rock.
4. Slabs expected to receive moisture sensitive floor coverings or used to store moistun~ sensitive
materials should also be underlain by a 10-mil vapor barrier covered with at least 2 inches of
the clean sand recommended in No.3 above,
No special subgrade preparation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to
maintain a moist soil condition as would be expected in any such concrete placement.
However, where drying of subgrade soils has occurred, reconditioning of surficial soils will
be required. This recommendation applies to foundations as well as exterior concrete
flatwork.
The recommendations of this report are intended to reduce the potential for cracking of
slabs due to expansive soils and differential settlement of fills of varying thickness.
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7.8
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7.8.2
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7.8.4
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However, even with the incorporation of the recommendations presented herein,
foundations, stucco walls, and slabs-on-grade placed on suc.h conditions may stJll exhibit
some cracking due to soil movement and/or shrinkage. The occurrence of concrete
shrinkage cracks is independent of the supporting soil characteristics. Their occurrence
may be reduced and/or controlled by limiting the slump of the concrete, proper concrete
placement and curing, and by the placement of crack control joints at periodic inlervals, in
particular, where re-entry slab corners occur.
Retaining Walls and Lateral Loads
Retaining walls not restrained at the top and having a level backfill surface ~hould be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0
to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures as"ume that
the backfill materials within an area bounded by the wall and a 1: I plane extending upward
from the base of the wall possess an Expansion Index of less than 50. For those lots with
finish grade soils having an Expansion Index greater than 50 and/or where backfill
materials do not conform to the above criteria, Geocon Incorporated should be Gonsulted
for additional recommendations.
Unrestrained walls are those that are allowed to rotate more than O,OOIH (where H equals
the height of the retaining wall portion of the wall in feet) at the top of the wall. Where
walls are restrained from movement at the top, an additional uniform pressure of 7H psf
should be added to the above active soil pressure.
Retaining walls should be provided with a drainage system adequate to prevent the buildup
of hydrostatic forces and should be waterproofed as required by the project architect. The
use of drainage openings through the base of the wall (weep holes, etc.) is not
recommended where the seepage could be a nuisance or otherwise adversely impact the
property adjacent to the base of the wall. The above recommendations assume a properly
compacted granular (Expansion Index less than 50) backfill material with no hydrostatic
forces or imposed surcharge load. If conditions different than those described are
anticipated, or if specific drainage details are desired, Geocon Incorporated should be
contacted for additional recommendations.
In general, wall foundations having a minimum depth and width of one foot may be
designed for an allowable soil bearing pressure of 2,000 pst; provided the soil within 3 feet
below the base of the wall has an Expansion Index of less than 50. The proximity of the
foundation to the top of a slope steeper than 3: I could impact the allowable soil bearing
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7.8.5
7.8.6
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7.9.1
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pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated.
For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid
density of 300 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural soils. The allowable passive pressure
assumes a horizontal surface extending away from the base of the wall at least 5 feet or
three times the height of the surface generating the passive pressure, whichever is greater.
The upper 12 inches of material not protected by floor slabs or pavement should not be
included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be
used for resistance to sliding between soil and concrete. This friction coefficient may be
combined with the allowable passive earth pressure when determining resistance to lateral
loads.
The recommendations presented above are generally applicable to the design of rigid
concrete or masonry retaining walls having a maximum height of 8 feet. In the event that
walls higher than 8 feet or other types of walls are planned, such as crib-type wall~" Geocon
Incorporated should be consulted for additional recommendations.
Flexible Pavement Design
The following pavement sections are preliminary. Final pavement design sections should
be calculated once subgrade elevations have been attained and R-Value testing on subgrade
soils is performed. These preliminary pavement thicknesses were calculated using
procedures outlined in the California Highway Design Manual (Caltrans) and are based on
an assumed R-Value of 30. Summarized on Table 6.8 are the recommended preliminary
pavement section thicknesses.
TABLE 7.9
PRELIMINARY PAVEMENT DESIGN SECTIONS
Location Estimated Asphalt Concrete Class 2 Base
Traffic Index (TI) (inches) (inches)
Minor Streets 5.0 3 6
Collector Streets 6.0 3 9
Greater thickness may be required by the local governing agency,
7.9.2 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for
Public Works Construction (Green Book). Class 2 aggregate base materials should conform
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7.9.3
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7.10
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7.11
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to Section 26-1.02A of the Standard Specifications of the State of California Department of
Transportation (Caltrans).
Prior to placing base material, the subgrade should be scarified to a depth of at least 12
inches, moisture conditioned and compacted to a minimum of 95 percent relative
compaction per ASTM D-1557. The base materials should also be compacted to at least 95
percent relative compaction. Asphalt concrete should be c.ompacted to a minimum of 95
percent of the Hveem density.
The performance of pavements is highly dependent upon providing positive surface
drainage away from the edge of pavements. Ponding of water on or adjacent to the
pavement will likely result in saturation of the subgrade and subsequent pavement distress.
Slope Maintenance
Slopes that are steeper than 3: I (horizontal to vertical) may, under conditions that are
difficult to prevent and predict, be susceptible to near surJace (surficial) slope instability.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result
from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is, therefore, recom-
mended that, to the maximum extent practical: (a) d isturbed/loosened surficial soils be
either removed or properly recompacted, (b) irrigation systems be periodically inspected
and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the
incorporation of the above recommendations should reduce the potential for surficial slope
instability, it will not eliminate the possibility, and, therefore, it may be necessary to
rebuild or repair a portion of the project's slopes in the future.
Drainage
Adequate drainage provisions are critical to the long-term performance of the project.
Under no circumstances should water be allowed to pond adjacent to footings. The building
pads should be properly finish graded after the buildings and other improvements are in
place so that drainage water is directed away from foundations, pavements, concrete slabs,
and slope tops to controlled drainage devices.
- 21 -
November 7, 2003
"j"tII.
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Project No, 20159-12-01
I
I I
7.12
Plan Review
I
The soil engineer and engineerIng geologist should review the grading plans prior to
finalization to verify their compliance with the recommendations of this report and
determine the necessity for additional analyses and/or recommendations. The soils engineer
should also be provided the opportunity to review the structural foundation plans prior to
finalizing to verify substantial conformance with the recommendations of this report.
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Project No, 20159-12-01
- 22-
November 7,2003
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LIMITATIONS AND UNIFORMITY OF CONDITIONS
1.
The recommendations of this report pertain only to the site investigated and are based upon
the assumption that the soil conditions do not deviate from those disclosed in the investigation.
If any variations or undesirable conditions are encountered during construction, or if the
proposed construction will differ from that anticipated herein, Geocon Incorporated should be
notified so that supplemental recommendations can be given. The evaluation or identification
of the potential presence 0 f hazardous or corrosive materials was not part oft he scope of
services provided by Geocon Incorporated.
2.
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommcndations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and the necessary steps are taken to see that the contractor and subcontractors carry out
such recommendations in the field.
3.
The findings of this report are valid as of the present date. However, changes in the conditions
of a property can occur with the passage of time, whether they are due to natural processes or
the works of man on this or adjacent properties. In addition, changes in applicable or
appropriate standards may occur, whether they result from I egislation or the broadening of
knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore, this report is subject to review and should not be relied
upon after a period of three years.
1,,(;,
Project No, 20159-12-01
November 7, 2003
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LIST OF REFERENCES
Bergmann, M.C. and Rockwell, T.K., 1996, Holocene Slip Rate of the Elsinore Fault in Temecula
Valley Based on Three Dimensional Trenching, Contract No. l434-93-G-2301, dated
February 8, 1996.
California, Department of Water Resources, Water Data Library, undated.
County of Riverside Transportation and Land Management Agency Geographic Information
Systems, Riverside County Environmental Hazards Map, scale: I inch = 2 miles, dated May
2,1999.
EnGen Corporation. 1999, Geotechnical Engineering Study, Proposed Wolf Valley Middle School,
City of Temecu]a, County of Riverside, California, P.N. TI718-MGS, dated July 26,1999.
, 2003, Geotechnical/Geological Engineering Study, Master Plan Developments, Inc.,
Assessor's Parcel Numbers 961-010-016, -018, -019, and -020, Parcel 3 of Parcel Map 8856
and Parcels I through 3 of Parcel Map 15568, Loma Linda Road and Temecula Lane, City of
Temecula, County of Riverside, CXalifornia, P.N. T2804-GS, dated May 28, 2003.
Geosoils, Inc., 2003, Personnal Communication with Mr. Paul McClay regarding Work Order Nos.
1554.I-SD and 1948-B-SC, October 28, 2003.
Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG
Special Publication 42, revised 1997.
International Conference ofBui1ding Officials, 1997, Uniform Building Code, Structural Engineering
Design Provisions.
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I
, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent
Portions of Nevada, Prepared by California Division of Mines and Geology.
Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, Scale 1:750,000.
Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern
Riverside County, California, CDMG Special Report 13].
Lawson & Associates Geotechnical, Inc., 2003, Geotechnical Due Diligence Study, Tentative Tracts
29798 and 30264, Wolf Creek Project, City of Temecu1a, Riverside County, Califi)rnia, PN
032198-10, dated May 20, 2003.
Morton, D.M., 1999, Preliminary Digital Geologic Map of the Santa Ana 30'X60' Quadrangle,
Southern California, Open File Report OF99-172.
Pacific Soils Engineering, Inc., 1989, Alquist-Priolo Special Studies Zoning and Liquefaction Study
of the Murdyrrrotter Parcel, Wolf Valley, Rancho California, County of Riven.ide, CA,
W.O. 400103, dated April 5, 1989.
, 200], Preliminary Geotechnical Study, Tentative Traet 29798, Wolf Creek Specific
Plan, City of Temecula, California, W.O. 400622, dated September 20, 2001.
Project No, 20159-12-01
October 31, 2003
1.-"-'
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Petra Geotechnical, Inc., 2001, Fault Investigation, 3 9-Acre Site, Located 0 n Highway i 9 East 0 f
Jedediah Smith Road, City 0 f Temecula, Riverside County, California, J.N. 1 86-01, dated
April 30, 2001.
Riverside County Flood Control and Conservation District, Aerial Photographs
Year Photograph Scale
Numbers 1 inch = feet
5/23/49 AXM-1OF-71 1600
1/30/62 3-405/406 2000
6/20/74 1039/1040 2000
5/4/80 1057/1058 2000
4/1 0/90 19-21/22 1600
2/3/95 19-16/17 1600
4/12/00 19-16/17 1600
Weber, F.R., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault Zones,
Northwestern Riverside County, California, CDMG Open File Report 77-4 LA, May 1977.
Project No. 20159-12-0 I
October 31, 2003
1-~
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- . [ , ", f/ . f;ji "",'>:1};' ~,h~j" "!(C:':~'
~\~~".\g.. "'. ~3~~'_!l:' 1/ _"$,Ii- 'C4 .,.,..
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.-;,;;,c,<P (' ,~Cj7 :::;1"" 1)1' / ./ "0,, IA
~, - '..b ~.~ ,<,.1 f _-~"'-<lr 0
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. t.,* \t~./ #" ~/J!~-7..~ts <1'rY'l>V '-;5
,:J.~ -~-'- 1i;\ /-,,j'/.t- "';I" \ ' i
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SOURCE: 2003 THOMAS BROTHERS MAP
RIVERSIDE COUNTY, CALIFORNIA
.
N
NO SCALE
REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS
THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY
OR REPRODUCE ALL OR ANY PART THEREOF. WHETHER FOR PERSONAL USE OR
RESALE, WITHOUT PERMISSION
VICINITY MAP
TEMECULA LANE
CITY OF TEMECULA
RIVERSIDE COUNTY, CALIFORNIA
DATE 11-7-2003 I PROJECT NO. 2011;9 -12 - 01 I FIG. 1
1/0..
GEDeON
INCORPORATED
o
GEOTECHNICAL CONSULTANTS
43280 BUSINESS PARK DRIVE, SUITE 108 - TEMECUlA, CA 92590
PHONE 909 587.8169 . FAX 909 676-9860
DH I RSS T I DSK I DOOOD
1 GVICMAP
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1 Pacific Soils Inc., 1989
2 Bergmann & Rockwell, 1996
3 EnGen, 1999
4 Petra Geotechnical, Inc., 2001
5 Pacific Soils, Inc., 2001
6' Lawson Geotechnical Consultants, 2003
7 Engen,2003
8' Geosoils, Inc., 2003
t
N
1" = 2000'
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BASE MAP: Alquist-Priolo Special Studies Zone Map, Pechanga Quadrangle
scale:
I
GEOeON 0 GEOLOGIC REPORT INDEX MAP
INCORPORATED TEMECULA LANE
GEOTECHNICAL CONSULTANTS CITY OF TEMECULA
43280 BUSINESS PARK DRIVE, SUITE 108. TEMECULA, CA 92590 RIVERS/DE COUNTY, CALIFORNIA
PHONE 909 587.8169 . fAX 909 676.9860 .. . .
I I DATE: 11-7-2003 I PROJECT NO. 2015S1-12-01 I FIG 3
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SOURCE: KENNEDY, 1977
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20152DHJAUlT1 fRSS
MAP SYMBOLS
.- I,,~
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TEMECULA LANE
CITY OF TEMECULA
RIVERSIDE COUNTY, CALIFORNIA
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PROJECT NO. 20159-12-01
ASSUMED CONDITIONS:
Slope Height
Depth of Saturation
Slope Inclination
Slope Angle
Unit Weight of Water
Total Unit Weight of Soil
Angle ofInternal Friction
Apparent Cohesion
H
Z
2:1
i
Yw
y,
~
C
~ Infinite
~ 4 feet
(Horizontal: Vertical)
~ 26,6 degrees
~ 62.4 pounds per cubic foot
= 125 pounds per cubic foot
= 35 degrees
= 300 pounds per square foot
Slope saturated to vertical depth Z below slope face.
Seepage forces parallel to slope face
ANALYSIS:
FS~
C+ (y, - y w)Z cos' itan ~
=2,2
rtZsinicosi
REFERENCES:
(I)
Haefeli, R. The Stability olSlopes Acted UpOIl by Parallel Seepage, Proc, Second Intemational
Conference, SMFE, Rotterdam, 1948, 1,57-62.
(2)
Skempton, A. W" and F, A. Delory, Stability olNatural Slopes ill LOlldoll Clay, Proc. Fourth
International Conference, SMFE, London, 1957,2,378-81.
SURFICIAL SLOPE STABILITY ANALYSIS
TEMECULA LANE RESIDENTIAL DEVELOPMENT
TEMECULA LANE and LOMA LINDA ROAD
CITY OF TEMECULA, RIVERSIDE COUNTY, CAUFORNIA
FIGURE 6 ?)'?
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APPENDIX
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APPENDIX A
FIELD INVESTIGATION
The field investigation was performed from September 29 through October 7, 2003, and consisted of
a site reconnaissance, the advancement of nine CPT soundings, six hollow-stem auger borings, and
excavation of 1400 lineal feet of fault trenches. California ring (undisturbed) samples and bulk
samples were obtained from hollow-stem auger borings and transported to our laboratory for analysis.
The soil conditions encountered in the hollow-stem auger boring excavations were visually observed,
classified and logged in general accordance with American Society for Testing and Materials
(ASTM) practice for Description and Identification of Soils (Visual-Manual Procedure D2488). Logs
of the borings are presented on Figures A-I through A-6, The logs depict the soil and geologic
conditions encountered and the depth at which samples were obtained. The approximate locations of
the exploratory borings and CPT soundings are shown on the Geologic Map, Figure 2.
The fault trenches were geologically logged at a scale of I im:h equals 5 feet by a California
Registered Geologist from our firm. The graphic logs and supporting data are presented in Appendix
C.
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Project No. 20159-12-01
November 7, 2003
~
I
PROJECT NO, 20159-12-01
I
'" BORING B 1 2:UJ~ r:: w#
>- UJ ~'U t-=
t-
DEPTH (!) ~ SOil !-ZlL. cn-:- ",-
0 4,,- Zu. =:>t-
IN SAM PLE ~ 1028 a:'!- ~ ~~ t-Z
0 0 CLASS ELEV, (MSL.) DATE COMPLETED 09-29-2003 ",UJ
FEET NO. J: Z ~'~O >-l'o _t-
t- =:> (USGS) z"'~ Oz
::; 0 ll.'UJa) '" "0
'" EQUIPMENT CME 55 ~"'- 0 ()
(!)
MATERIAL DESCRIPTION
0 ALLUVIUM
81-1 Medium dense, slightly moist, gray bro""TI, fine to coarse SAND, cohesionless
2 81-2 20
SP
4 -
- '-- -------------------------------- ---- e.--- ---
81-3 Medium dense, moist, gray brown, fine to coarse SAND 19
6 - Sf'
..
- ;-'-- ------------------------------- e.-.-- e.--- ---
Medium dense, moist, light gray brown, fine to medium, Silty SAND,
8 BI-4 cohesionless I- 30 104.8 5,9
.
l- e.
I- 10 .. e.
BI-5 SM -Medium dense, moist, gray brown, fine to medium SAND 23
f- f-
12 - .. c..
l- . .
f- -
c.. 14 - "--,- -------------------------------- -- -- --- ---
!: Medium dense, wet, gray brown, fine to coarse, Silty SAND
- -
81-6 I .. 30 109.7 15.1
- 16 - . -
SM
- .... -
- 18 -
- - -'-.--,- f-' -------------------------------- ---- --- ---
Medium dense, wet, olive brown, very fine to medium SAND, cohesionless
- 20 BI-7
34
- - SP
- 22 ..
-
.
- 24 -'--.,. -------------------------------- --- e.--- ---
, Medium dense, wet, gray bro\\'ll, vel)' fine to coars(: SAND with gravel
81-8 .0 SP
:;0
- 0 0
26
0 -
0
28 -:--:'" ------------------------------- ---- ---- ---
.. Medium dense, wet, gray brown, very fine to very coarse SAND with gravel
- SP -
.
I
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I
I
I
I
I
I
I
I
I
I
Figure A-1,
Log of Boring B
20159-12-01.GPJ
I
SAMPLE SYMBOLS
1, Page 1 of 2
o SAMPLING UNSUCCESSFUL
~ n. DISTURBED OR BAG SAMPLE
IJ STANDARD PENETRATION lEST
IiirrrJ CHUNK SAMPLE
. n. DRIVE SAMPLE, (UNDISTURBED)
.y .. WATER TABLE OR SEEPAGE
I
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOVVN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
"f'
I
PROJECT NO, 20159-12-01
I
'" BORING B 1 ;C::UJ..-. r:
>- w S;!()~ wet.
'" '" 00--:- ",-
DEPTH ~ SOIL ~: ~ ~
0 Zu. ",'"
IN SAMPLE -' 1028 a~ '" ~ ~~ ",z
0 " CLASS ELEV. (MSL.) DATE COMPLETED 09.29.2003 Hn ",W
FEET NO I Z UJ - 0 >-"'- -'"
'" ::> (uses) 2' f/')...J Oz
:J 0 ui UJ co '" ::;0
'" EQUIPMENT CME 55 0..0:-- " ()
'"
MATERIAL DESCRIPTION
I- 30 B1.9 59
I- - SP
I- 32 BORING TERMINATED AT 32 FEET
Groundwater at 15 feet
Backfilled with cuttings on 09..29-2003
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Figure A-1,
Log of Boring B
201S9.12-01.GPJ
I
SAMPLE SYMBOLS
1, Page 2 of 2
o ... SAMPLING UNSUCCESSFUL
~ .. DISTURBED OR BAG SAMPLE
IJ ,.. STANDARD PENETRATION TEST
IIiJ ". CHUNK SAMPLE
. ... DRIVE SAMPLI: (UNDISTURBED)
.!. WATER TABLE OR SEEPAGE
I
NOTE: THE LOG OF SUBSURFACE CONDJTJONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I
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I
PROJECT NO. 20159-12-01
'" BORING B 2 ...w......... ~
,. w ~~ 0 r-: w*
f-
DEPTH " ~ SOIL t---Z Ll.. ii5",,: ",-
SAMPLE 0 Q:~ ~ zu. ",f-
IN ~ 1031 ~q f-Z
0 0 CLASS ELEV. (MSL.) DATE COMPLETED 09-29-2003 ,..", "'w
FEET NO. :I: Z UJ - 0 ,.!O. -f-
.... '" (uses) :2,(f)...J Oz
:J 0 ui UJ CD '" :2'0
'" EQUIPMENT CME 55 a.O::: -- 0 ()
"
MATERIAL DESCRIPTION
0 .1 'I
ALLUVIUM
II. Medium dense, moist, brown, Silty SAND -
II SM
2 1...1
82-1 .1.. 19
III
4 - . L..l -------------------------------- ---- --- ---
Medium dense, moist, brovm, medium to fme SAND
- 82-2 SP
20
6
. . -------------------------------- -._- --- ---
1'1 Medium dense, moist, gray brown, medium to fine, Silty SAND
8 82-3 III 17
SM
- III I-
10 ,1.:[ ------------------------------ 1--.-- ~--- ---
82-4 I'l Medium dense, moist, light gray brown, medium to fine to medium, Silty 23 98.4 2.7
- III SAND l-
I- 12 II I SM ~
.1
~ II l-
I- 14 - IIJ --.--
~ll ------------------------------- --- ---
82-5 Medium dense, moist to vel)' moist, gray brown, coarse to fine, Silty SAND 18 115.6 9.5
~ - hil with gravel -
SM
- 16 .II? -
- 111 -
- 18 L:J ------------------------------ ---- --- ---
-" . Medium dense, vel)' moist, light gray, coarse to fme SAND
- -
- 20 - 82-6 SP
: . ;1
22 -
. . .J.
. '.. MGroundwater measured at 23 feet
24 - TT -------------------------------- --- ~--- ---
Medium dense, wet, gray to olive brown, SAND and Silty SAND
- 82-7 III SP/SM
:n
26 III
.1
II I-
28 IJJ ------------------------------ 1---- ---- ----
I... Medium dense, wet, light gray, fme to coarse SAND with gravel
- SP l-
..
Figure A-2,
Log of Boring B 2, Page 1 of 2
o .n SAMPLING UNSUCCESSFUL
~. DISTURBED OR BAG SAMPLE
20159-12-01.GPJ
IJ ... STANDARD PENETRATION TEST
IiilJ ... CHUNK SAMPLE
. .. DRIVE SAMPU: (UNDISTURBED)
.!- n. WATER TABLE OR SEEPAGE
SAMPLE SYM80LS
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOVlIN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
?b
I
PROJECT NO. 20159-12-01
I
'" BORING B 2 :;;::w--. ~ UJ~
,. UJ Qur.:
f-
DEPTH '" ~ SOIL I--ZlJ... U5-: "'~
SAMPLE 0 ~~ ~ US Z"- ::>f-
IN ~ 1031 ~q f-Z
0 0 CLASS ELEV. (MSL.) DATE COMPLETED 09-29-2003 t--U)5: ",UJ
FEET NO :I: Z UJ - 0 ,.!'o. -f-
f- ::> (uses) :2:[B~ Oz
:J 0 '" "0
'" U10:: --- 0 ()
EQUIPMENT CME 55 a,
'"
MATERIAL DESCRIPTION
30
B2-8 25
SP -
32 BORING TERMINATED AT 32 FEET
Groundwater at 23 feet
Backfilled with cuttings on 09-29-2003
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Figure A-2,
Log of Boring B 2, Page 2 of 2
D ... SAMPLING UNSUCCESSFUL
~ . DISTURBED OR BAG SAMPLE
20159-12-01.GPJ
I
SAMPLE SYMBOLS
IJ STANDARD PENETRATION TEST
~ CHUNK SAMPLE
. .. DRIVE SAMPLE: (UNDISTURBED)
~ .. WAfER TABLE OR SEEPAGE
I
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHQ'MJ HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
,I
."..
I
PROJECT NO. 20159-12-01
I
'" BORING B 3 ~5UJ ~ f:
>- w w*
'" f- .-Ut- en-:- ",-
DEPTH ~ SOIL J-.Zu.
0 <5<(ii) z"- :of-
IN SAMPLE ~ 1025 ~': t;; ~ ~~ f-Z
0 0 CLASS ELEV. (MSL.) DATE COMF'LETED 09-29-2003 "'w
NO :r: Z UJUiO >-e, -f-
FEET :0 (uses) Oz
f- ZLU...J ::;0
::J 0 g~ ~ e:!- '"
'" EQUIPMENT CME 55 0 ()
'"
MATERIAL DESCRIPTION
0
ALLUVIUM
Medium dense, slightly moist, gray brown, medium to fine SAND, l-
SM cohesionlcss i-
2
- 83-1 I- 18 0.9
I- 4 -.:., -------------------------------- ----- --- ---
Medium dense, slightly moist, gray brown, very fine to medium SAND,
i- - cohesionlcss -
83-2 . . SM 23 97.3 4.0
I- 6 .' . -
l- . . ----------------------.-._--------- ----- --- ---
Loose, moist, gray bro\VTl, medium to fine SAND with orange brown staining
I- 8 83-3 r SM 7 95,6 7.4
l- I .
I- 10 - . .
1---,- -------------------------------- -.-- --- ---
83-4 Medium dense, moist, gray brown, medium to fine SAND, cohesion less 20 2.0
I- -
I- 12 -
. .
l-
I- 14 I'. i-
SM
l- I-
83-5 ~Medium dense, moist, gray brown, coarse to fine SA ND 51
16 l-
i-
18 I-
- I-
20 - I-
83-6 -Medium dense, wet, gray, coarse to fine SAND 18
,!: i-
. .
22 -Groundwater at 21.5 feet -
. .. -
24 - -Drilled to 25 foot, did not sample, measured groundwater depth
l-
80R1NG TERMINATED AT 15 FEET
Groundwater at 21.5 feet
Backfilled with cuttings on 09.:~9-2003
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Figure A-3,
Log of Boring B 3, Page 1 of 1
D n_ SAMPLING UNSUCCESSFUL
~ ,. DISTURBED OR BAG SAMPLE
20159-12.01,GPJ
I
SAMPLE SYMBOLS
IJ n STANDARD PENETRATION lEST
~ .. CHUNK SAMPLE
. .. DRIVE SAMPU, (UNDISTURBED)
.!- .. WATER TABLE OR SEEPAGE
I
NOTE THE LOG OF SUBSURFACE CONDITIONS SHOVVN HEREON APPLIES ONLY AT THE SPECIFiC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED, IT
is NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I
At>
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II
PROJECT NO. 20159-12-01
I
'" BORING B 4 2: w.-. ~
>- w ~'U ~ weF.
f-
DEPTH '" ~ SOIL f-'Z I..l... (i)"" ",-
SAMPLE 0 <1:'<( - Z"- =>f-
IN ~ 1025 a:1-~ ~~ f-Z
0 " CLASS ELEV. (MSL.) DATE COMPLETED 09-29-2003 "'w
NO. Z ti:,~o _f-
FEET I => (uses) 2"'~ >-~ Oz
f-
:J 0 Ll.,WCO '" :;;0
'" EQUIPMENT CME 55 ~"'- " (j
'"
MATERIAL DESCRIPTION
0
ALLUVIUM
84-1 . Loose, slightly moist, gray bro\VJ1, medium to fine SAND, cohesionless
2 - ..
. .
SP
4 .. .
- 84-2 6
6
8 - ._-'~ ------------------------------ ---- ---- ---
Medium dense, moist, yellow brown, fine to coarse SAND, cohcsionless
- ~
- 10 -
84-3 SP 12
~ .. . -
. .
- 12 -
- -~-,- ------------------------------- --.-- --- ---
Medium dense, moist, yellow gray, fi~e to medium SAND, cohesionless
I- 14 . . l-
.
l- I-
84-4 SM 13
I- 16 I l-
I. . .
f- l-
f- 18 - 1---,- -------------------------------- 1---- --- ---
Dense, moist, light gray, ftne to medium SAND, cohesionless
- -
- 20 - I -
84-5 30
- - -
. .
- 22 .. . SM -
- -
..
- 24 .
- - 84-6 ~Dense, moist, light gray, fine to medium SAND, cohesionless
21
- 26
- - .
- 28 T1l -------------------------------- --- --- ---
Medium dense, moist, gray to light gray, SAND and Silty SAND, interlayered
1:1 SP/SM
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Figure A-4,
Log of Boring B 4, Page 1 of 2
D ... SAMPLING UNSUCCESSFUL
~ DISTURBED OR BAG SAMPLE
20159-12-01.GPJ
I
SAMPLE SYMBOLS
IJ STANDARD PENETRATION TEST
~ ... CHUNK SAMPLE
. .. DRIVE SAMPlt: (UNDISTURBED)
.!- .n WATER TABLE. OR SEEPAGE
I
NOTE. THE LOG OF SUBSURFACE CONDITIONS SHOVlIN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I
A.\
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PROJECT NO. 20159-12-01
I
'" BORING B 4 2W~ I: w*
w
,. f- ~'() ~
DEPTH '" ~ SOil f-Z"- Ul-;- ",-
SAMPLE 0 ~.~(?j Z"- ",f-
IN ~ 1025 ~~ f-Z
0 0 CLASS ELEV. (MSL.) DATE COMPLETED 09.29.2003 f-CI);!: Cl)W
FEET NO :I: Z u.'-Q ,.!O. -f-
f- '" (uses) 2(1)~ Oz
:J 0 LL'WCO '" "0
'" EQUIPMENT CME 55 0."'- 0 U
'"
MATERIAL DESCRIPTION
I- 30 B4-7 II I
25
l- I
I SP/SM
- 32 II I
.1 I
- II
- 34 I J ---------------------.----------- ---- f---- ---
I~ I Medium dense, moist, gray brown light bro\\ll, Silty SAND and SAND
- - B4-8 II I interlayered 17
- 36 II I SM
- - II I I-
- 38 ~ I I -
II J
- ';"-' -------------------------------- --.-- ---- ---
.,. Dense, moist, gray brown, coarse to fine SAND, cohesionless
- 40 .. . 5014-112"
B4-9 SP
- -
- 42 -
- - ----------------------------- --.-- --- ----
Very dense, moist, light yellow gray, SAND with ~ilt
- 44 - I-
- SP I-
B4-1O 52
46 I-
- I-
48 -------------------------------- L___ --- ---
Dense, moist,light gray SAND with gravel
-
50 - B4-11 SP -
46
-
52
BORING TERMINATED AT :;2 FEET
No groundwater
Backfilled with cuttings on 09-29,2003
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Figure A-4,
Log of Boring B 4, Page 2 of 2
o .. SAMPLING UNSUCCESSFUL
~ n. DISTURBED OR BAG SAMPLE
20159-12-01.GPJ
I
SAMPLE SYMBOLS
IJ, STANDARD PENETRATION TEST
iJ .. CHUNK SAMPLE
. DRIVE SAMPLE (UNDISTURBED)
.!: ... WATER TABLE OR SEEPAGE
I
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOVVN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
I
A,"
I PROJECT NO. 20159-12-01
I '" BORING B 5 -, i'::
I >- w ~~ ~ ;:- UJ*-
t-
DEPTH Cl ~ SOIL ~- Z lJ.. 00--:- ",-
0 '1 <(- Zu. ",t-
IN SAMPLE ~ 1026 c t-'" ~~ t-Z
0 0 CLASS ElEV, (MSL.) DATE COMF'lETED 09-29-2003 ~- CJ) s: "'W
FEET NO. I Z LU-O >-~ -t-
I t- '" (uses) .,.CI)...J Oz
:J 0 w~[O '" "0
'" EQUIPMENT CME 55 L --- 0 u
Cl
I MATERIAL DESCRIPTION
- 0
ALLlIVllIM
- - Medium dense, slightly moist, light gray bro\V11, fine to coarse SAND, f-
. . cohesionless
- 2 f-
I .... ... SP
- - l-
..
- 4 . . f-
I - - .. I-
85-1 . .. 20
- 6 ... . L
I - - ~-.,. --------------------------------- -.--- --- ---
Loose, slightly moist, gray bro\\'l1, fine to medium SAND, cohcsionless
- 8 85-2 SP _ 11
- -
I ~_..,. ---------------______0___------- -.--- --- ---
10 - Medium dense, moist, gray brO\\Tl, coarse to fine :-iAND - 23
85-3 SP
. -
--------------------------------- -.--- --- ---
I 12 - V Soft, moist, dark gray brown, Sandy, Clayey SILT -
85-4 ML 7 80,7 39.9
14 L
I - III Medium dense, moist, gray brown, medium to fill!: SAND, cohesionless - 56
85-5 SM 109,0 5,9
16 II' -
I II] -
.1 I _n__ ----
18 ----------------------.------------ ---
Dense, moist, light gray, medium to very fine SAND with silt
-
I 20 -
85-6 SP 66
-
I 22 -
---------------------.----------- ----- --- ---
Dense, moist, light yellow gray, coarse to fine SAND, cohesionless
24 .
SP
I 85-7 77
26 - I'.
f- 1--.,- ------------------------------ ----f---- ---
I 1 .. Medium dense, moist, yellow gray, coarse to fine SAND
I- 28 I'. .
SP
f- -
I Figure A-5, 20159-12-01.GPJ
Log of Boring B 5, Page 1 of 2
I SAMPLE SYM80lS 0 . . SAMPLING UNSUCCESSFUL IJ ... 5T ANDARD PENETRATION TEST . DRIVE SAMPLE (UNDISTURBED)
~ ... DISTUR8ED OR BAG SAMPLE IiO.I n. CHUNK SAMPLE ~ ... WATER TABLE OR SEEPAGE
I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I A.?
I
PROJECT NO. 20159-12-01
I
'" BORING B 5 :;;:UJ___ ~
,. w ~?o t-= UJ*
I-
DEPTH OJ ~ SOIL ~~~ (f.i---:- ",-
SAMPLE 0 Zu. =>1-
IN ~ " CLASS 1026 ~: t? ~ ~~ I-Z
0 ELEV, (MSL.) DATE COMPLETED 09-29-2003 "'w
FEET NO. :r: Z UJ - 0 ,.e- -l-
I- => (uses) :;;:t3o:: Oz
:J 0 '" :;0
'" EQUIPMENT CME 55 UI c:::-- " <.)
o.
OJ
MATERIAL DESCRIPTION
30 B5-8
. 55
SP -
32 BORING TERMINATED AT 32 FEET
No groundwater
Backfilled with cuttings on 09..29-2003
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Figure A-5,
Log of Boring B 5, Page 2 of 2
D .. SAMPLING UNSUCCESSFUL
~ n. DISTURBED OR BAG SAMPLE
20159-1Z..o1,GPJ
I
SAMPLE SYMBOLS
IJ STANDARD PENETRATION TEST
~ .. CHUNK SAMPLE
. .. DRIVE SAMPLE (UNDISTURBED)
.y ... WATER TABLE OR SEEPAGE
I
NOTE" THE lOG OF SUBSURFACE CONDITIONS SHQIfIIN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOGATlON AND AT THE DATE INDICATED IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES
I
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II
I I
PROJECT NO. 20159-12-01
'" BORING B 6 :o::w..... r:
,. UJ f! Q ~ UJ#-
'" .... 1/)--:- ",-
DEPTH ~ SOIL ~~~
0 Z"- "'....
IN SAMPLE ~ 1025 ~:t)~ ~q ....z
0 " CLASS ELEV. (MSL.) DATE COMFLETED 09-29-2003 Cl)UJ
NO :r: Z UJ- 0 ,.e- -....
FEET .... '" (uses) -, (j)..J 02
:J 0 jfJLUal '" :;0
'" EQUIPMENT CME 55 Q. 0::...... " ()
'"
MATERIAL DESCRIPTION
I- 0
ALLUVIUM
I- B6.1 SM Medium dense, slightly moist, gray brown, medium 10 tine SAND, -
.. . oohesionless
I- 2 -
. .
I- -
I- 4 -
l- . .
B6-2 17 102.0 3.4
I- 6 -
I- ".--,- ------------------.----------- ----- --- ---
Medium dense, moist, light gray brown, medium to fme SAND, cohesionless
I- 8 - B6-3 SP 21
- I
- 10 I- ------------------------------- 1---- ---
B6-4 Medium dense, moist, light yellow gray, medium to yery fine SAND 39 2.0
- -
- 12 - SM
- - B6-5 -------------------------------- _22_ 1-___ ---
Medium dense and stiff, moist, light gray and gray brown, medium to fine
- 14 - SPIML SAND and Clayey SILT I-
- -------------------------------- 1--.-- --- ---
B6.6 Dense, moist, light gray. medium to frne SAND, cnhesionless 71
16 I-
- SP I-
18 -
... .
-1~ ------------------------------- ---- --- ---
.1 .1 Medium dense, moist, gray brown, very fine to medium, Sitly SAND
20 - 86-7 III SM - 58
- III -
22 I;
BORING TERMINATED AT 22 FEET
No groundwater
Backfilled with cuttings on 09M:!9.2003
Figure A-6,
Log of Boring B 6, Page 1 of 1
D .. SAMPLING UNSUCCESSFUL
~ .. DISTURBED OR BAG SAMPLE
20159-12-Q1.GPJ
IJ ... STANDARD PENETRATION TEST
i:I ... CHUNK SAMPLE
. ... DRIVE SAMPLI, (UNDISTURBED)
--Y ... WATER TABLE DR SEEPAGE
SAMPLE SYMBOLS
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOW HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH l.oeATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
4.~
I I
I
I
GEOTECHNICAL BORING LOG
Project Number: T2804-GS Project: T emeGula Lane,LLC
Boring Number: 8-1 Surface Elevation:
Date: 4-17-03 Logged By: C.M,
0 0; lr;-Situ I
0 Optimum
~ Soil 0. Sample Dry Maximum
Description E uses Blow Count MClisture Moisture
~ Graphic . Depth Density CDntent Density Content
W U)
: '.: : ALLUVIUM 1-0
. .
.., .....
.... ..
,.
. ' Fine-grained sand, grayish brown (1 OyR 512) SP
1-2-3 '7,3
. . : .: : . :, moist, loose.
'..'
.... ..
. . Fine-grained sand, gray (10yR 511) moist, loose, 5 SP
.. 3-4-5 13.6
...
... ....
.... ..
,.
: '.:' : Medium-grained sand, light brownish gray (1DyR SP 1-2-1 :3.2
:::::: 412) moist. very loose,
....
:: : Fine-to medium-grained sand, gray (10yR 6/1) 10 SP 1-2-6 5,2
. ..
. " .: .' moist, loose.
r-
"". ...
.... ..
.....
..
.' .' :
"'. ....
.... ..
.. . . .. r 15
Silty fine-grained sand, dark gray (5y 4/1) moist, SM 2-2-2 2'7.2
: loose.
: Medium-grained sand. gray (5y 611) moist, loose, ,1-20 SP :2-3-5 U
.... ....
.... ..
..' ." '-I 0
:
.... ....
.... ..
.. .. .
..
: .... :
"'. ....
.... ..
..' , .. 25
: .... Medium-grained sandT very pale brown (10yR SP 4-11-13 2.3
..... .. 7/4) moist, medium dense.
....
....
....
...,' ..
....
: ....
.......
....
.... . 30
: .... Medium-grained sand with some gravel, grayish SP '13-18-17 3.4
....... brown (10yR 512) moist, dense, broken gravel in
....
.... sampler. /-
....
.......
....
: ....
.....,.
....
....
.... ~
.... Gravelly medium-sand, grayish brown (10yR 35 SP 11-12-14 37
....',. 5/2) moist, medium dense.
.::'~: :'
~ '-'
Notes:
EnGEN Corporation
Figure A-7 A.~
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"
GEOTECHNICAL BORING LOG
Project Number: T2804-GS Project: Temecula Lane, LLC
Boring Number: B-1 Surface Elevation:
Date: 4-17-03 Logged By: C,M.
0 . In-Situ
0 Optimum
~ Soil Description 0. Sample uses Blow C:ount Dry Moisture Maximum
Graphic E Depth Density Density Moisture
. . Content Content
W '"
1\
: . :,; .~: .
.... ..
.... .
.......
.... ..
......
.... . ~ Medium- to coarse-grained sand with some gravel, r 40
SP 9.16-21 4,1
: light gray (10yR 7/1) moist. dense.
: ~
....
........
.... ..
......
.... ..
....
....
........
.... ..
......
.... .. 45
: Medium- to coarse-grained sand, light gray (10yR SP 12-23-23 5.S
. . '. . . . : 7/1) moist, dense.
.. '-
.... :
........
.... ..
. GROUNDWATER at 48 feet
. ....
........
.... ..
",,"
.... .. ,HO
@ Silty clay interbedded with medium-grained sand, CL-SP 10-50 +S 15,0
...... . light yellowish brown (2.5y S/3) wet. very dense,
:::::c;,i
T Total Depth 51.5 feel.
Groundwater at 48 feet.
55
-SO
S5
'-70
Notes:
EnGEN Corporation
Figure A-8 1>.......
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GEOTECHNICAL BORING LOG
:: :: : Fine- to medium-grained sand, gray (1 OyR 7/1)
':':'.: : ',::' moist, medium dense, rootlets.
I
I
: :::: : Medium- to coarse-grained sand, gray (10yR 6/1)
',:,::': ',:: moist, medium dense, trace gravel.
I
I
: :: :: : Medium-grained sand, light gray (2.5y 7/1) moist,
':',::. : ',:: dense.
........
I
: :: :: : Pale yellow (2,5y 8/2) moist, very dense with
',::': ; ':',: some gravel.
I
......
. .....
I
: :: :: : Sandy gravel. light gray (2.5y 7/2) moist, very
';':';: ';':' dense, 1"-2" gravel.
I: Notes:
I
35
EnGEN Corporation
15
20
SP
25
SP
30
SP
SP
SP
4-7-16
10-11-11
fl-15-20
10-25-42
SO +6
105.7
3.4
107.9 12,2
101.9 3.!I
101,8
119.6
3,3
3.5
Figure A-9
A.'O
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I:
Notes:
I'
GEOTECHNICAL BORING LOG
Project Number: T2804-GS
Boring Number: B-2
Date: 4-17-02
~
.Q
;;;
>
~
w
Description
.
~ Sample
(tI .Depth
"'
Soil
Graphic
1\
...'~: .:.
'/jj; Clayey silt interbedded with medium-grained sandl'I-40
://) brown (10yR 5/2) moist, dense, disturbed, 2,5"
.. . :/.:. rock in sampler.
~ h
~ GROUNDWATER at43 feet. ~
... ., ': Sandy silt interbedded with fine-grained sand, 45
.. ..' grayish bro'vVn (10yR 5/3) wet, very dense.
:
..
Clayey silt, ofive gray (5y 4/2) moist. hard,
1!-50
Total Depth 51,5 feet.
Groundwater at 43 feet.
- 55
;-60
-65
70
EnGEN Corporation
Project: Temecuia Lane, LLC
Surface Elevation:
Logged By: C.M,
uscs I.
Blow Count
CL-SP
9-11-22
ML-SP
6-15-42
ML
4.10-20
.
Dry
Density
In.Situ Maximum Optimum
Moisture Moisture
Content DenSity Content
23.9
104,8 19,0
112.0 1iJ,8
Figure A .10 /J(J.
I
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-3
Date: 4-17-03
I
c
o
1i
>
w
W
.
Soil
Graphic
Description
I
ALLUVIUM
.....
.... ..
I
, . Fine- to medium-grained sand, gray (10yR 6/1)
. .' .' . moist, loose.
I
....
....
I
. . . Medium~ to coarse-grained sand: gray (1 OyR
. ....... 6/1) moist, loose.
, :.:. Light brownish gray (10yR 6/2) moist, loose, tree
. ..:. ': ':'.: roots, trace gravel. iron staining.
I
.....
.... ..
....
....
I
: : Medium-grained sand, gray (10yR 5/1) moist,
.: :',',.:. medium dense.
I
.....
.... ..
I
" . Fine-grained sand, gray (10yR 6/1) moist, dense,
...'
....
I
.....
.... ..
I
: Clayey silt interbedded with medium- to coarse-
grained sand. gray (10yR 5/1) moist, medium
. " dense.
I
..
: :
I
.' " : Fine- to medium-grained sand, pale yellow (2.Sy 8
. ... : ':':- 2) moist. dense.
I
., .' ; Medium dense.
I
.:.-: ..
':,\:
,
Notes:
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C.M,
"
w
i5. Sample
~ Depth.,
'"
11-25
135
uses
1-0
SP
S
SP
SP
10
SP
-15
SP
20
SP
ML-SP
30
SP
SP
EnGEN Corporation
I
Blow Count
3-2-6
S-6-9
4-5-7
2-3-8
5-11-15
7-14-18
4-9-10
7-18-21
7..9-17
Dry
Density
100.2
101.3 4.0
100,8 S,2
109.2 9.3
lD4.0
10S,6
107.0
99.4
95.7
In-Situ
Moisture
Content
6.9
Ei.2
7,7
2.i.7
26
3.7
Maximum
Density
Optimum
Moisture
Content
118,0
11.3
118,0
11,3
Figure A.l1 ~
I
I
I
I
I
I
I
I
I
I
I
I
I
II
I
I
I
II
I:
I'
GEOTECHNICAL BORING LOG
Project Number: T2804-GS
Boring Number: B-3
.Date: 4-17,03
t
,Q
.:rn
>
.
ill
Soil
Grap.hic
Description
1\
: .:.:~:.:
fiii
Silty fine-grained sand, dark gray (2,5y 4/1) moist,
loose.
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C.M,
ID
l5.. Sample
~ Depth
"'
uses
Blow Count
.
Dry
Density
94,6
In-Situ
Moisture
Content
~~9,3
. .. GROUNDWATER at 45 feet. ""''-45 GP 19-33-27 110,7 4,8
.:. . Coarse sandy gravel, light gray (2.5y 7/2) moist,
II' .,
very dense, 1 "-1.5" gravel.
. ..
~. ."1
~ ,.;:
~. 50
. e:,. Light yellowish brown 92.5y 6/3) wet. 1" -2" gravel. GP 2B-50 +6 127.1 13.3
-:'1 t..
T Total Depth 51.5 feet.
Groundwater at 45 feet.
55
Notes:
-40
8M
2-5-7
1-60
-65
70
EnGEN Corporation
Maximum
Density
Optimum
Moisture
Content
6\
Figure A .12
Ii.
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-4
Date: 4-17-03
I
c
o
~.
>
m
W
Description
Soil
Graphic
I
ALLUVIUM
I
Silty fine-grained sand, brown (10yR 5/3) moist,
medium dense, slight porosity.
I
. . '.:'. Fine-grained sand, grayish brown (10yR 5/2)
::.', moist, medium dense.
, . . '., Gray (10yR 5/1) moist, medium dense, tree roots.
I
. . :; : Disturbed
I
I
: Silty fine-grained sand, interbedded with sandy
.. silt. dark gray (10yR 4/1) moist, medium dense,
I:! porous, tree' roots in sample.
I
I
Silty fine-grained sand, gray (1OyR 5/1) moist,
dense, slight porosity.
I
I
:;;: : Medium- to coarse-grained sand, pale brown (2.5y
'':::' : ':':' 8/2) moist. medium dense.
I
I
. '. . .. Me,dium~ to coarse-grained sand, pale brown (2.5y
:,',':: ;',:,8/2) moist, dense,
Total Depth 31,5 feet.
No groundwater.
I
I
Notes:
EnGEN Corporation
I
t
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C,M.
a Sample
~' Depth
U)
30
35
uscs
o
SM
5
SP
SP
10
SP
15
SM-ML
20
SM
25
SP
SP
Blow Count
3-5-10
5-9-12
8-8-11
6-11-13
9-7-11
10-14-19
jQ--14-18
10-15-24
102,7
99,6
93,7
113,9
105,1
108.5
Dry
Density
In-Situ
Moisture
Content
82.4
18,7
3.3
3,9
1.2
13.4
6,7
1,7
2.9
Maximum
Density
Optimum
Moisture
Conlent
~'V
Figure A.f3
I
I'
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-5
Date: 4-17-03
Project: Temecllla Lane, LLC
Surface Elevation:
Logged By: C.M,
Sandy silt, gray (10yR 6/1) moist. firm. porous, ML 8-6-13 95.4 8.6 120,9 13,9
caliche.
l.I.~~I:I.. Silty fine sand to fine-grained sand, light grayish 5 SP-SM 8-13-16 102,0 6,5 120.9 13.9
/.1.):1:1'. brown (10yR 6/2) moist, medium dense, siight
~. f J .:1 :'1: porosity, tree roots.
tl';!:I:I'
, ..::: Fine-grained sand, light gray (2,5y 7/1) moist, SP 8-13-12 98,8 3.0
. "::.: medium dense.
.... ..
......
.... ..
: Clayey silt, very dark gray (2,5y 3/1) interbedded 11-10 ML-SP .5-10-10 91.6 11,7
.. .: with fine sand, light gray (2,5y 7/1) moist, medium
; :: dense, organics and roots, iron staining.
..
..
..
I
c
o
m
>
..
UJ
.
P.. Sample
~ Depth
'"
Soil
Graphic
Description
uses
I
1-0
ALLUVIUM
I
I
I
I
I
-15
: .' .' : Fine sand, light gray (2.5y 7/1) moist, medium
. ", ': ',::' dense.
SP
I
I
(20
: Light brownish gray (2,5y 6/2) moist, medium
" . : : dense.
SP
I
I
: .' .' : Light gray (2.5y 7/2) moist, dense,
-25
SP
I
......
.... ..
30
SP
I
. . Medium-grained sand, pale yellow (2.5y 7/3)
.:...... ,:',': moist, dense.
T
Total Depth 31,5 feet
No groundwater.
I
35
I
Notes:
I
EnGEN Corporation
Blow Count
13-9-15
6-11-19
5.15-22
9.16-21
93,6
100,2
107,9 4.1
106.1
Dry
Density
In-Situ
W.olsture
Content
4.5
~.4
40
Maximum
Density
Optimum
Moisture
Content
?7?
Figure A-14
I
I
GEOTECHNICAL BORING LOG
. . Fine- to medium-grained sand, light brownish gray
.. ,. .: (10yR 6/2) moist, loose.
I
Project Number: T2804-GS
Boring Number: B-6
Date: 4-17-03
I
c
.2
;;;
>
w
CD
Description
Soil
Graphic
I
, ., , ' '. ALLUVIUM
I
.' Fine-grained sand, pale brown (10yR 613) moist,
. .' .' ", loose.
.. ,," Light gray (10yR 711)
I
......
.... ..
I
. . . . . .
.... ..
: .:.: : Light gray (2.Sy 711) moist, medium dense.
I
....
....
I
: Medium- to coarse-grained sand, light brownish
',':: '.'.': gray (2,Sy 612) moist, dense,
I
I
: Grayish brown (2,Sy SI2) moist. medium dense.
.........
I
I
: : Medium-grained sand, pate yellow (2.5y 8/2)
. . .. ,. moist, dense.
.....
.... ..
I
..,
...
I
T
Total Dept;, 31.S feet.
No groundwater.
I
II
Notes:
I
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C,M,
"
15.. Sample
~ Depth
'"
Blow Count
Dry
Density
In-Situ
Moisture
Content
uscs
f-o
SP 3-6-S 93,S 2.6
S SP 3-4-6 92.1 :1,0
SP 5-6-7 101,2 -, 0
L",",
1-10 SP 4.10-16 100,8 2.S
(15
sp
10-14-18
110,2
30
r20
SP
9-10-11
111.9
10,8
(25
SP
6-12-22
101,6
3.B
30
SP
13~19-25
10S.4
4.~
f- 35
EnGEN Corporation
Maximum
Density
Optimum
Moisture'
Content
6A
Figure A.IS
I
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: 8-7
Date: 4-18-03
I
c
o
~
>
.
w
Soil
Graphic
Description
I
, . , ALLUVIUM
.....
. . '. ..
I
Fine-grained sand. light gray (1 OyR 7/1) moist.
.. ,....: loose.
I
.....
. Medium. to coarse-grained sand, gray (10yR
. . .. .: 5/1) moist, medium dense.
I
....
: ,',' Loose
I
I
: Fine- to medium-grained sand, gray (10yR 6/1)
.. '..... moist, dense.
I
"., ..
......
I
.... ..
',."
,,',
,','
I
. . '. ..
....
I
Gravelly coarse-grained sand, light brownish gray,
. "."" (10yR 6/2) moist, dense,
....
I
I
Medium-grained sand, pale yellow (2,5y 8/2)
. .:' .' ,",', moist, dense, trace gravel.
l Total Depth 31.5 feet.
No groundwater.
I
I
Notes:
.
Project: TemeGula Lane, LLC
Surface Elevation:
Logged By: C.M,
ii;
is..SampJe
~ Depth
"'
uses
Blow Count
o
15
SP
9.18-21
1'-20
SP
13-20-26
25
SP
15.16-22
[30
SP
14.18-27
-35
EnGEN Corporation
I
109,1
108,5 4.0
111,9
108,8
0",
Density
In-Situ
Moisture
Content
3.0
8.0
2.5
Maximum
Density
Optimum
Moisture
Content
.
~'5
Figure A-16
I
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-8
Date: 4-18-03
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C.M,
I
c
,Q
1i
>
w
[ij.
.
"
0.. Sample
~ Depth
Ul
Soil
Graphic
Description
I
: '. :: ALLUVIUM
i-O
,,,. "
......
I
.. ,.
. , Fine-grained sand, light gray (2,5y 7/2) moist,
...: .':.: loose.
.. Fine- to medium-grained sand, dry.
I
.... ..
......
., Dry.
I
I
.: ; Clayey silt interbedded with coarse-grained sand, (I- 10
. . .," grayish brown (2.5y 5/2) moist, medium dense,
. " .trace gravel.
I
I
1 ..
:: : Medium- to coarse-grained sand, light gray (2.Sy.15
: ':'; 7/2) dry, dense. .~
I
. ""
...."...
I
Moist.
(20
I
..
....
125
I
I
Coarse-grained sand, pale yellow (2.5y 7/2) moist,W- 30
dense._
I
I
'..'
..'.
':~:' .
Medium- to coarse-grained sand, light gray (2.5y .- 35
7/2) moist, dense, ~
I
Notes:
EnGEN Corporation
I
uscs
SP
5
SP
SP
ML-SP
SP
SP
SP
SP
SP
Blow Counl
4-4-8
4.0-8
4-8-10
6-8-11
12-17-21
10-9-16
6.14-16
7-15-19
17..19-22
Dry
Density
In-Situ
Moisture
Content
93.6
8,8
101.4 2.0
102.3 1.3
11S,1
105,3
103.4
102,3
105,1
94.4 '11,3
1.8
14,8
2.3
3.3
2.5
Maximum
Density
Optimum
Moisture
Content
~
Figure A-I?
I
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-8
Date: 4-18-03
I
c
.Q
ro
>
ID
ill
.Soil
Graphic
Description
I
I
I
: Silty fine-grained sand, yellow brown (10yR 5/4)
~ mOist, dense.
I
:: :: : Medium- to coarse-grained sand, pale yellow (2.5y
':':':. ': ':': 8/2) moist, very dense,
I
I
. '. ' . . Coarse-grained sand, yellow (10yR 7/6) moist,
,:,':,: ~ :',:. very dense, trace gravel.
I
Total Depth 51,5 feet.
No groundwater.
I
I
I
I
I
I
I
Notes:
EnGEN Corporation
I
Project: Temecula Lane, LLC
Surface Elevation:
Logged By: C.M,
i;;
i5.. Sample
~ Depth
'"
uscs
Blow Count
40
8-15-27
SM
45
SP
15-24.31
50
SP
17 -30-38
55
60
65
70
Of)'
Density
In-Situ
Moisture
Content
112,3 '15.2
117.0
108.7
2.5
:1.0
Maximum
Density
Optimum
Moisture
Content
5"\
Figure A.18
"
GEOTECHNICAL BORING LOG
Project Number: T2804-GS Project: T emecula Lane, LLC
Boring Number: B-9 Surface Elevation:
Date: 4-18-03 Logged By: C-.M,
c " In-Situ Optimum
0
~ Soil Description Q.; Sample uses Blow Count Dry Moisture Maximum Moisture.
> Graphic ~ Depth Density Density
. Content Content
ill "'
: :.. : ALLUVIUM -0
, .
... ,""
.... ..
..
: . '.. Fine-grained sand, dark grayish brown (1 OyR . SP 2-2-2 94
: : ,:.:.4/3) moist, loose.
" .... L
:',:". Dark grayish brown (10yR 4/2) moist, loose. '-5 SP 2-2-2 9,5
' ,
....
... .....
.... ..
'. ....
..
: ;.. Sandy silt, very dark gray brown (10yR 3/2) Ir
ML-SP 3-3-7 . 4.7
: i : Interbedded with fine sand. gray (1 OyR 6/1) mOist,
..
,":' loose ~
: : :: ; Medium-grained sand, gray (10yR 6/1) mOIst, , 10
: SP 5-8-9 4,8
... : : ':. medIum dense.
..' ." L
..
"'. ....
.... ..
'.. ."
..' ..
"
"', ...
.... ..
... . ..
.... .. 15
.... : Light brownish gray (2,5y 6/2) SP 6-11-12 ::.4
.... ...
.... ..
... ' .. ~
..'
..
.... ..'
,... ..
'"
...
: ..
.... ....
.... ..
..' ' ..
.'1.1 If; Fine-grained sand, interbedded with clayey silt, .1- 20 ML-SP 3-4-7 11'.8
f':: grayish brown (2.5y 5/2) moist, loose,
.. (.:
..
:
..
':1: r
Fine-grained sand, light gray (2.5y 7/1) moist, 25 SP 6.8-15 5.7
....
.... ... medium dense.
...,
..... L
....
....
...
.... ...
.,.,
. . . . '
: ....
"'.' ..
....
.... ,1-30
: .... Medium-grained sand, pale yellow (2,5y 8/2) SP 5-W-11 3.7
..... .. moist, medium dense.
".,
. . . . . '-
....
..... ..
.",
'.,'
....
....
....
. . '. . . .
....
-.'. r 35
.... Dense (drilled through gravel) SP [1.15-20 2.3
':::'~.:':' '-
,
Notes: ~
EnGEN Corporation
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Figure A .19
I
I
:
GEOTECHNICAL BORING LOG
Project Number: T2804-GS Project: Temecu1a Lane, LLC
Boring Number: B-9 Surface Elevation:
Date: 4-18-03 . Logged By: C.M.
e .
0 In-Situ Optimum
~ Soil Description c. Sample uses Blow Count Dry Moisture Maximum
> Graphic ~ Depth Density Density Moisture
. Content Canterl
OJ <n
1\
oo. ;.':.:
.... oo
,.
oo. ,,' .
,''''
.... oo
.. ....
.... oo 40
r Medium-{lrained sand, light grayish brown (10yR ML-SP 17-16-13 4.3
oo .: 6/2) interbedded with clayey silt, yellowiSh brown
Il (10yR 5/4) moist. very stiff, broken rock in r-
oo .: sampler, disturbed.
, oo
:
oo
oo
: : ::'; Medium-{lrained sand. light gray (2.5yR 7/1) moist., 45 SP 6-9-11 8,8
oo.
oo : ':':' medium dense.
..
.. .
oo .
oo. ....
oo oo
.. . ..
oo oo
.. .
.. .
oo. ....
oo ..
.. . ..
oo oo -50
.l! : rr. Medium-grained sand interbedded with. clayey silt, ML-SP 7-6-8 12,9
: light grayish brown (2.5y 6/2) moist.
. r-
Total depth 51.5 feet.
No groundwater.
55
-60
65
r 70
Notes: 6<\
EnGEN Corporation
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Figure A-20
I
I
GEOTECHNICAL BORING LOG
I
Project Number: T2804-GS
Boring Number: B-l0
Date: 4-18-03
I
o
~ Soil
6i Graphic
ill
DescripUon
I
. .:::'. ALLUVIUM
I
I
.... "
:. ',. Fine-grained sand, light brownish gray (10yR
, .:::,: 6/2) moist, loose,
I
. . Medium~ to coarse-grained sand, pale brown
. '::.:.: (1 OyR 6/3) moist, loose.
I
".,"
.... ..
....
....
I
'..,"
.... ..
: .... : Medium dense.
I
......
.... ..
..... .
.... ..
I
:J III II : Sandy sill. brown (10yR 5/3) interbedded with
.. J .1,: medium- to coarse-grained sand, light grayish
.'Ii {[. '. brown (10yR 6/2) moist, medium dense,
:'1' .
: .11 ..
.' " : Medium-grained sand, paie yellow (2,5y 8/2)
. . '. : ',:.: moist, dense.
I
I
I
. . Coarse-grained sand, yellow (2,5y 7/6) moist,
,:', ",: ~ :', ': dense, trace gravel.
I
I
Total Depth 31,5 feet.
No groundwater.
I
I
Notes:
EnGEN Corporation
I
'-15
le-25
SP
20
ML-SP
SP
30
SP
35
10-18-20
6..7-17
12-17-22
11-13-17
109,8 2,6
111,8 126
100,7 33
104,3 3,0
Cet>
Figure A. 21
I
I
I
KEY TO SYMBOLS
Symbol Description
',Symbol Description
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Strata
[7l
l2J
fITlTIT1" . . , ,
lill1lJillJ
~............
~
m
[II
. -,'
.........
.'
"
i ,i.i.=I.: I:,
.: !' ? ~I.::;
Misc.
T
...Jy-
~
Soil
~
Notes:
California sampler
synibols
Poorly graded sand
.
Silty sand
Clayey sand
Poorly graded silty
fine sand
Silt
Poorly graded gravel
Poorly graded sand
with silt
Symbols
Bottom of boring
Boring continues
Water table during
drilling
Samplers
Standard penetration test
1. Exploratory borings were drilled on 4-17-03 and 4-18-03 using' a
7-inch diameter continuous flight power auger.
2. Water was encountered at the time of drilling at the depths shown.
3. Boring locations were measured from existing features and
elevations extrapolated from the final design plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the loqs.
~\
Fiaure A.22
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APPENDIX
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APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM) or other suggested procedures. Selected chunk samples
were tested for their in-place dry density and moisture content and consolidation characteristics.
Disturbed bulk and representative chunk samples were tested to detemline maximum dry density and
optimum moisture content, collapse potential, shear strength and expansion characteristics, Water-
soluble sulfate tests were also performed. Results of the laboratory tests are presented in tabular form
herewith.
TABLE B-1
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-00
Maximum Optimum
Sample No. Description Dry Density Moisture Content
(pel) (% dry wt.)
Bl-1 Fine SAND with trace Silt 120.6 12.8
B4-1 Silty SAND with trace Gravel 116.4 11.9
TABLE B-II
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D4829-95
Sample Moisture Content Dry Density Expansion
No. Before Test (%) After Test (%) (pel) Iudex
Bl-l 10.6 24.9 109.8 0
B4-1 10.9 29.3 109.6 0
Project No. 20159-12-01
- B-I-
October 31, 2003
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TABLE B-1I1
SUMMARY OF DIRECT SHEAR TEST RESUL TS*
Sample Dry Density Moisture Content Unit Cohe'sion Angle of Shear
No. (pel) (%) (psI) Resistance (degrees)
BI-1 107.6 17.5 525 36
B4-1 105.2 19.3 570 35
*Sample remolded to 90 percent relative compaction at near or slightly above optimum moisture content.
TABLE B-IV
SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESUL.TS
CALIFORNIA TEST NO. 417
Sample No. Water-Soluble Sulfate (%) I Sulfate EXpOSl
BI-l 0.005 1 Negligible
B4-1 0.013 Negligible
~
TABLE B-V
SUMMARY OF SINGLE-POINT CONSOLIDATION (COLLAPSE) TESTS
ASTM D-2435-96
Percent l>ercent
Sample In-situ Dry Moisture Axial Load with Consolidation Collapse
Content Water Added Before Water After
Number Density (pel) Before Test (psI) Added Water
Added
BI-3 106.8 5.1 2,000 1.0 1.0
BI-5 100.9 6.2 2,000 2.4 0.1
B2-3 98.4 3.8 2,000 1.6 0.6
B5-1 107.1 3.9 2,000 0.8 0.2
B5-3 104.0 3.2 2,000 1.3 0.5
B6-3 95.2 4.7 2,000 2.0 1.1
Project No, 20159-12-01
- B-2-
October 31, 2003
CpA-
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PROJECT NO. 20159-12-01
GRAVEL
SILTORCLAY ~
SAND
MEDIUM
COARSE FINE
COARSE
FINE
U. S, STANDARD SIEVE SIZE
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100
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GRAIN SIZE IN MILLIMETERS
SAMPLE DEPTH (ft) CLASSIFICATION NAT WC LL ~
. 84-4 10,0 {SM/SP) Gray, slightly Silty, fine to medium SAND
'" 84-6 25,0 {SM/SP) Gray, slightly Silty, fine to medium SAND
.. 84-8 35,0 {8M) Gray, Silty, fine to medium SAND
GRADATION CURVE
TEMECULA LANE
TEMECULA, CALIFORNIA
201S9-12-01.GPJ
Figure B-1
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APPENDIX
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APPENDIX C
LIQUEFACTION ANALYSIS
FOR
TEMECULA LANE RESIDENTIAL DEVELOPMENT
LOMA LINDA ROAD and TEMECIJLA LANE
CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA
PROJECT NO. 20159-12-01
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.. APPENDIX
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APPENDIX D
LIQUEFACTION ANALYSIS
FOR
TEMECULA LANE RESIDENTIAL DEVELOPMENT
LOMA LINDA ROAD and TEMECULA LANE
CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA
PROJECT NO. 20159-12-01
,dP
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*****************************
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LIQUEFY2
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Version 1.50
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EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20159-12-01
DATE: 10-09-2003
JOB NAME: CPT-02
SOIL-PROFILE NAME: L1QTEST.LDW
BORING GROUNDWATER DEPTH: 10.00 It
CALCULATION GROUNDWATER DEPTH: 10.00 It
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 9
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 It
eN NORMALIZATION FACTOR: 1.044 tsf
MINIMUM eN VALUE: 0.6
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NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
I'AGE 1
File Name: CPT-02.0UT
I CALC.I TOTALI EFF. WIELD 1 FC I 1 CORR.ILlQUE.1 IINDUC.IUQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (ts!)1 (tsf)l(B/ft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+-- ---+-----+------+------
1 0.251 0.0141 0.0141 25 I - I "I "I " "I " ""
1 0.7510.04110.0411251- I" I "I " "I " ..
1 1.251 0.0691 0.0691 25 I - 1 "I "I * * I * ..
1 1.751 0.0961 0.0961 25 I - I "I * I * * I * **
1 2.251 0.1241 0.1241 25 I - I "I * I * * I " ..
1 2.7510.15110.1511 25 1 - 1 * I *1 * * I * ..
1 3.251 0.1791 0.1791 25 I - I * I * I * * I * ..
1 3.7510.20610.2061 25 I - I "I *1 * * I * ..
1 4.251 0.2341 0.2341 25 I - I * I * I " * I * **
1 4.7510.26110.2611 25 1 - 1 * I *1 * * I * ..
1 5.251 0.2891 0.2891 25 I - 1 * 1 * I * * I * **
1 5.7510.31610.3161 25 1 - I * I *1 * * I * ..
1 6.251 0.3441 0.3441 25 I - I * I * I * * I * **
1 6.7510.37110.3711 25 I - I * I * 1 * * I * ..
1 7.2510.39910.3991 25 I - I * I *1 * * I * **
1 I 7.751 OA261 OA261 25 I - I * 1 *1 * * I * I ..
1 I 8.251 OA541 OA541 25 I - I * 1 "I * * I * I ..
1 1 8.751 OA811 OA811 25 I - I * I *1 * * I * 1 ..
1 I 9.251 0.5091 0.5091 25 1 - I * 1 * 1 * * I * I ..
1 I 9.7510.53610.5361 25 I - 1 * I *1 * * 1 * I **
2110.2510.56510.5571 35 I 1.6511.0771 37.6 Ilnfin 10.9791 0.3871NonLiq
2110.7510.59510.5721 35 11.6511.077137.61Infin 10.9781 0.3971NonLiq
2 111.251 0.6251 0.5861 35 1 1.6511.0771 37.6 Ilnfin 10.9771 OA061NonLiq
2 111.751 0.6551 0.6001 35 1.6511.077137.6 Ilnfin 10.9761 0.4151NonLiq
2 112.251 0.6851 0.6151 35 1.6511.077137.6 IInfin 10.9741 0.4231NonLiq
2 112.751 0.7151 0.6291 35 1.6511.077137.6 Ilnfin 10.9731 OA311NonLiq
2113.2510.74510.6441 35 1.6511.0771 37.6 Ilnfin 10.9721 OA391NonLiq
2113.7510.77510.6581 35 1.6511.0771 37.6 Ilnfin 10.9711 OA461NonLiq
2114.2510.80510.6721 35 1.6511.077137.6I1nfin 10.9701 OA531NonLiq
2114.7510.83510.6871 35 1.6511.077137.61Infin 10.9691 OA60lNonLiq
3 115.251 0.8651 0.7011 31 1.5611.077133A Ilnfin 10.9681 OA661NonLiq
3115.7510.89510.7161 31 1.5611.077133Allnfin 10.9671 OA721NonLiq
3116.2510.92510.7301 31 1.5611.077133Allnfin 10.9661 OA77INonLiq
3116.7510.95510.7441 31 1.5611.077133A IInfin 10.9651 OA831NonLiq
3117.2510.98510.7591 31 1.5611.0771 33A Ilnfin 10.9641 0.4881NonLiq
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3117.7511.01510.7731 31 I 1.5611.0771 33.4l1nfin 10.9631 0.4931NonLiq
3118.2511.04510.7881 31 1 1.5611.0771 33.4 Ilnfin 10.9611 0.4971NonLiq
3118.7511.0751 0.8021 31 I 1.5611.0771 33.4 Ilnfin 10.9601 0.5021NonLiq
3119.2511.10510.8161 31 11.5611.077133.4llnfin 10.9591 0.5061NonLiq
3119.7511.13510.8311 31 11.5611.077133.4llnfin 10.9581 0.5101NonLiq
4120.2511.16610.8461 34 11.6311.077136.61Infin 10.9561 0.5141NonLiq
4120.7511.19710.8611 34 11.6311.077136.61Infin 10.9551 0.5181NonLiq
4 121.2511.2281 0.8771 34 11.6311.077136.6 IInfin 10.9541 0.5211NonLiq
NCEER [1997J Method UQUEFACTION ANALYSIS SUMMARY
PAGE 2
File Name: CPT-02.0UT
I CALC. I TOTALI EFF. !FIELD I FC 1 I CORR.IUQUE.I IINDUC.IUQUE.
SOILI DEPTHISTRESSISTRESSI N IDELTAI C I(N1)60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (tsf)1 (tsf)I(B/ft)IN1_601 N I(B/ft)1 RATIOI d 1 RATIOIFACTOR
----+------+---~--+------+------+- ---+-----+------+------+-----+-----~+------
4121.7511.25910.8931 34 1.6;lI1.0771 36.6 IInfin 10.9521 0.5241NonLiq
4 1 22.2511.2911 0.9081 34 1.6311.0771 36.6 IInfin 10.9511 0.5271NonLiq
4122.7511.32210.9241 34 1.6311.0771 36.6 Ilnfin 10.9491 0.5301NonLiq
4123.25/1.35310.9401 34 1.63I1.077136.6I1nfin 10.9481 0.5321NonLiq
4123.7511.38410.9551 34 1.6311.0771 36.6 Ilnfin 10.9461 0.5351NonLiq
4124.2511.41610.9711 34 1.6311.0771 36.6 IInfin 10.9451 0.5371NonLiq
4124.7511.44710.9871 34 1.6311.0771 36.6 Ilnfin 10.9431 0.5391NonLiq
5125.2511.47711.0011 37 1.6911.0771 39.7 IInfin 10.9411 0.5421NonLiq
5/25.7511.50611.0141 37 1.6911.0771 39.7 IInfin 10.9391 0.5441NqnLiq
5126.2511.53411.0271 37 1.6911.0771 39.7 IInfin 10.9381 0.5461NonLiq
5126.7511.56311.0411 37 1.6911.077139.71Infin 10.9361 0.5481NonLiq
5127.2511.59211.0541 37 1.6911.077139.7I1nfin 10.9341 0.5501NonLiq
5127.7511.62111.0671 37 11.6911.077139.71Infin 10.9311 0.5521NonLiq
5 28.2511.64911.0801 37 11.6911.077139.7 Ilnfin 10.9291 0.5531NonLiq
5 28.7511.67811.0931 37 11.6911.077139.7 IInfin 10.9271 0.5551NonLiq
5 29.2511.70711.1061 37 11.6911.077139.71Infin 10.9251 0.5561NonLiq
5 29.7511.73611.1191 37 I 1.6911.0771 39.7 Ilnfin 10.9221 0.5581NonLiq
6 30.2511.76511.1331 40 11.7611.077142.9I1nfin 10.9201 0.5591NonLiq
6 30.7511.79511.1481 40 11.7611.077142.91Infin 10.9171 0.5591NonLiq
6 31.2511.82511.1621 40 11.76I1.077142.91Infin 10.9141 0.5601NonLiq
6 31.7511.85511.1761 40 11.76I1.077142.9I1nfin 10.9121 0.5611NonLiq
6 32.2511.88511.1911 40 11.7611.077142.91Infin 10.9091 0.5611NonLiq
6 32.7511.91511.2051 40 11.7611.077142.9I1nfin 10.9061 0.5611NonLiq
6 33.2511.94511.2201 40 11.7611.077142.9I1nfin 10.9031 0.5611NonLiq
6 33.7511.97511.2341 40 11.7611.077142.9I1nfin 10.8991 0.5611NonLiq
6 34.2512.00511.2481 40 1 1.7611.0771 42.9 Ilnfin 10.8961 0.5611NonLiq
6 34.7512.03511.2631 40 1 1.7611.0771 42.9 Ilnfin 10.8931 0.5611NonLiq
6 35.2512.06511.2771 40 11.7611.077142.9 Ilnfin 10.8891 0.5611NonLiq
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6135.7512.09511.2921 40 1.7611.0771 42.9 IInfin 10.8861 0.5601NonLiq
6136.2512.12511.3061 40 1.7611.077142.91Infin 10.8821 0.5601NonLiq
6136.7512.15511.3201 40 1.7611.077142.9I1nfin 10.8781 0.5591NonLiq
6137.2512.18511.3351 40 1.7611.077142.91Infin 10.8741 0.5581NonLiq
6137.7512.21511.3491 40 1.7611.0771 42.9 IInfin 10.8711 0.5571NonLiq
6138.2512.24511.3641 40 1.7611.0771 42.9 IInfin 10.8661 0.5561NonLiq
6138.7512.27511.3781 40 1.7611.077142.9I1nfin 10.8621 0.5551NonLiq
6139.2512.30511.3921 40 1.7611.077142.91Infin 10.8581 0.5541NonLiq
6139.7512.33511.4071 40 1.7611.077142.9 Ilnfin 10.8541 0.5531NonLiq
7140.2512.36511.4211 40 1.7611.077142.9 Ilnfin 10.8491 0.5511NonLiq
? 140.7512.39511.4361 40 1.7611.077142.91Infin 10.8451 0.5501NonLiq
7141.2512.42511.4501 40 1.7611.077142.91Infin 10.8401 0.5481NonLiq
7141.7512.45511.4641 40 1.7611.077142.91Infin 10.8361 0.5461NonLiq
7142.2512.48511.4791 40 1.7611.077142.9 Ilnfin 10.8311 0.5451NonLiq
7142.7512.51511.4931 40 11.7611.077142.9I1nfin 10.8261 0.5431NonLiq
7143.2512.54511.5081 40 1 1.7611.0771 42.9 Ilnfin 10.8221 0.5411NonLiq
NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
PAGE 3
File Name: CPT-02.0UT
1 CALC.I TOTAL! EFF. !FIELD 1 FC I I CORR.ILlQUE.1 IINDUC.ILlQUE.
SOIL! DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) 1 (lsf)1 (lsf)I(B/ft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
7 43.7512.57511.5221 40 11.7611.077142.91Infin 10.8171 0.5391NonLic:
7 44.2512.60511.5361 40 11.7611.077142.9I1nfin 10.8121 0.5371NonLiQ
7 44.7512.63511.5511 40 11.7611.077142.9I1nfin 10.8071 0.5351NonLiq
7 45.2512.66511.5651 40 I 1.7611.0771 42.9 IInfin 10.8021 0.5321NonLiq
7 45.7512.69511.5801 40 11.7611.077142.91Infin 10.7971 0.5301NonLiq
7 46.2512.72511.5941 40 11.7611.077142.9I1nfin 10.7921 0.5281NonLiq
7 46.7512.75511.6081 40 11.7611.077142.91Infin 10.7871 0.5251NonLiq
7 47.2512.78511.6231 40 11.7611.077142.9I1nfin 10.7821 0.5231NonLiq
7 47.7512.81511.6371 40 11.7611.077142.9I1nfin 10.7761 O.5211NonLiq
7 48.2512.84511.6521 40 11.7611.077142.91Infin 10.7711 0.5181NonLiq
7 48.7512.87511.6661 40 11.7611.077142.91Infin 10.7661 O.5161NonLiq
7 49.2512.90511.6801 40 11.7611.077142.91Infin 10.7611 0.5131NonLiq
7 49.7512.93511.6951 40 11.7611.077142.9I1nfin 10.7561 0.5111NonLiq
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Version 1.50
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EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20159-12-01
JOB NAME: CPT-04
SOIL-PROFILE NAME: L1QTEST.LDW
DATE: 10-09-2003
BORING GROUNDWATER DEPTH: 10.00 It
CALCULATION GROUNDWATER DEPTH: 10.00 It
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 g
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 It
CN NORMALIZATION FACTOR: 1.044 tsf
MINIMUM CN VALUE: 0.6
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NCEER [1997] Method UQUEFACTION ANALYSIS SUMMARY
PAGE 1
File Name: CPT-04.0UT
I CALC.I TOTAL I EFF. IFIELD I FC 1 1 CORR.IUQUE.I IINDUC.IUQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (ls!)1 (lsf)I(B/ft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
1 I 0.251 0.0141 0.0141 25 I - I * I * I * I * I * I **
110.7510.04110.0411251-1*1 *1 *1*1 *1**
1 I 1.251 0.0691 0.0691 25 I - I * I * 1 * 1 * I * I **
1 I 1.7510.09610.0961 25 I - I * I * I * I * 1 * 1 **
112.2510.12410.1241251- I * I *1 * I * I * I **
112.7510.15110.151125 I-I * I *1 * I * I * 1**
1 I 3.251 0.1791 0.1791 25 I - 1 * I * I * I * I * I **
1 I 3.7510.20610.2061 25 I - I * I * 1 * I * 1 * I **
1 1 4.251 0.2341 0.2341 25 I - I * 1 * I * I * I * I **
1 1 4.7510.26110.2611 25 I - 1 * I * I * I * I * I **
1 5.251 0.2891 0.2891 25 1 - I * 1 * 1 * I * 1 * 1 **
1 5.7510.31610.3161251 -I * 1 *1 * I * 1 * 1 **
1 6.251 0.3441 0.3441 25 I - I * I * I * I * I * I **
1 6.751 0.3711 0.3711 25 I - I * I * I * 1 * I * I **
1 7.2510.39910.3991 25 1 - 1 * I * 1 * 1 * 1 * I **
1 7.7510.42610.4261 25 1 - I * 1 *1 * I * 1 * I **
1 8.2510.45410.4541 25 1 - I * I * I * I * I * I **
1 8.7510.48110.481125 -I * I *1 * I * I * I **
1 9.251 0.5091 0.5091 25 - I * I * I * I * I * I **
1 9.751 0.5361 0.5361 25 - I * I * I * 1 * I * I **
2 10.2510.56510.5571 35 1.6511.0771 37.6 Ilnfin 10.9791 0.3871NonLiq
2 10.7510.59510.5721 35 1.6511.0771 37.6 Ilnfin 10.9781 0.3971NonLiq
2 11.251 0.6251 0.5861 35 1.6511.077137.6 IInfin 10.9771 0.4061NonLiq
2111.7510.65510.6001 35 1.6511.0771 37.6 Ilnfin 10.9761 0.4151NonLiq
2112.2510.68510.6151 35 1.6511.0771 37.6 IInfin 10.9741 0.4231NonLiq
2112.7510.71510.6291 35 1.6511.0771 37.6 IInfin 10.9731 0.4311NonLiq
2113.2510.74510.6441 35 1.6511.0771 37.6 Ilnfin 10.9721 0.4391NonLiq
2113.7510.77510.6581 35 1.6511.077137.6I1nfin 10.9711 0.4461NonLiq
2114.2510.80510.6721 35 1.6511.077137.6I1nfin 10.9701 0.4531NonLiq
2 114.751 0.8351 0.6871 35 1.6511.0771 37.6 IInfin 10.9691 0.4601NonLiq
3115.2510.86510.7011 41 1.7811.077144.0 IInfin 10.9681 0.4661NonLiq
3115.7510.89510.7161 41 11.7811.077144.0 IInfin 10.9671 0.4721NonLiq
3116.2510.92510.7301 41 11.7811.077144.0 IInfin 10.9661 0.4771NonLiq
3116.7510.95510.7441 41 11.7811.077144.0 Ilnfin 10.9651 0.4831NonLiq
3117.251 0.98510.7591 41 11.7811.077144.0 IInfin 10.9641 0.4881NonLiq
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3117.7511.01510.7731 41 11.7811.077144.0 Ilnfin 10.9631 0.4931NonLiq
3118.2511.04510.7881 41 11.7811.077144.0 IInfin 10.9611 0.4971NonLiq
3118.7511.07510.8021 41 11.7811.077144.0 IInfin 10.9601 0.5021NonLiq
3119.2511.10510.8161 41 11.7811.077144.0 Ilnfin 10.9591 0.5061NonLiq
3119.7511.13510.8311 41 11.7811.077144.0 Ilnfin 10.9581 0.5101NonLiq
4120.2511.16610.8461 31 I 1.5611.0771 33.4 Ilnfin 10.9561 0.5141NonLiq
4120.7511.19710.8611 31 11.5611.077133.4l1nfin 10.9551 0.5181NonLiq
4121.2511.22810.8771 31 11.5611.077133.4 IInfin 10.9541 0.5211NonLiq
NCEER [1997] Method UQUEFACTION ANALYSIS SUMMARY
PAGE 2
File Name: CPT-04.0UT
I CALC. I TOTAL I EFF. IFIELD I FC I 1 CORR.IUQUE.I IINDUC.IUQUE.
SOILIDEPTHISTRESSISTRESSI N IDELTAI C I(N1)60IRESISTI r ISTRESSISAFETY
NOI (ft) I (lsf)1 (lsf)I(B/ft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
4121.7511.25910.8931 31 I 1.5611.0771 33.4 Ilnfin 10.9521 0.5241NonLiq
4122.2511.29110.9081 31 11.5611.077133.4 Ilnfin 10.9511 0.5271NonLiq
4122.7511.32210.9241 31 1 1.5611.0771 33.4 IInfin 10.9491 0.5301NonLiq
4123.2511.353/0.9401 31 1 1.56/1.0771 33.4 Ilnfin 10.9481 0.5321NonLiq
4123.7511.38410.9551 31 I 1.5611.0771 33.4 Ilnfin 10.9461 0.5351NonLiq
4124.2511.41610.9711 31 11.5611.077133.4l1nfin 10.9451 0.5371NonLiq
4124.7511.44710.9871 31 11.5611.077133.4llnfin 10.9431 0.5391NonLiq
5125.2511.47711.0011 29 11.5111.077131.31Infin 10.9411 0.5421NonLiq
5125.7511.50611.0141 29 I 1.5111.0771 31.3 IInfin 10.9391 0.5441NonLiq
5126.2511.53411.0271 29 I 1.5111.0771 31.3 Ilnfin 10.9381 0.5461NonLiq
5126.7511.56311.0411 29 I 1.5111.0771 31.3 IInfin 10.9361 0.5481NonLiq
5127.2511.59211.0541 29 I 1.5111.0771 31.3 IInfin 10.9341 0.5501NonLiq
5127.7511.62111.0671 29 11.5111.077131.3I1nfin 10.9311 0.5521NonLiq
5128.2511.64911.0801 29 I 1.5111.0771 31.3 Ilnfin 10.9291 0.5531NonLiq
5 I 28.7511.67811.0931 29 11.5111.077131.3 IInfin 10.9271 0.5551NonLiq
5129.2511.70711.1061 29 1 1.5111.0771 31.3 IInfin 10.9251 0.5561NonLiq
5129.7511.73611.1191 29 1 1.5111.0771 31.3 Ilnfin 10.9221 0.5581NonLiq
6130.2511.76511.1331 35 1 1.6511.0771 37.6 Ilnfin 10.9201 0.5591NonLiq
6130.7511.79511.1481 35 I 1.6511.0771 37.6 Ilnfin 10.9171 0.5591NonLiq
6131.2511.82511.1621 35 I 1.6511.0771 37.611nfin 10.914/ 0.5601NonLiq
6131.7511.85511.1761 35 I 1.6511.0771 37.6 IInfin 10.9121 0.5611NonLiq
6132.2511.88511.1911 35 I 1.6511.0771 37.6 IInfin 10.9091 0.5611NonLiq
6132.7511.91511.2051 35 I 1.6511.0771 37.6 IInfin 10.9061 0.5611NonLiq
6133.2511.94511.2201 35 1 1.6511.0771 37.6 Ilnfin 10.9031 0.5611NonLiq
6133.7511.97511.2341 35 I 1.6511.0771 37.6 Ilnfin 10.8991 0.5611NonLiq
7134.2512.00511.2481 40 11.7611.077142.9 Ilnfin 10.8961 0.5611NonLiq
7134.7512.03511.2631 40 11.7611.077142.91Infin 10.8931 0.5611NonLiq
7/35.2512.06511.2771 40 1 1.7611.0771 42.9 IInfin 10.8891 0.5611NonLiq
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7135.7512.09511.2921 40 11.7611.077142.91Infin 10.8861 0.5601NonLiq
7 136.2512.12511.3061 40 11.7611.077142.91Infin 10.8821 0.5601NonLiq
7136.7512.15511.320140 11.7611.077142.91Infin 10.8781 0.5591NonLiq
7137.2512.18511.3351 40 11.7611.077142.9I1nfin 10.8741 0.5581NonLiq
7137.7512.21511.3491 40 11.7611.077142.9I1nfin 10.8711 0.5571NonLiq
7138.2512.24511.3641 40 11.7611.077142.9I1nfin 10.8661 0.5561NonLiq
7 138.7512.27511.3781 40 11.7611.077142.9I1nfin 10.8621 0.5551NonLiq
7139.2512.30511.3921 40 11.7611.077142.91Infin 10.8581 0.5541NonLiq
7139.7512.33511.4071 40 11.7611.077142.91Infin 10.8541 0.5531NonLiq
7140.2512.36511.4211 40 11.7611.077142.91Infin 10.8491 0.5511NonLiq
7 140.7512.39511.4361 40 11.7611.077142.9 Ilnfin 10.8451 0.5501NonLiq
7141.2512.42511.4501 40 11.7611.077142.91Infin 10.8401 0.5481NonLiq
7141.7512.45511.4641 40 11.7611.077142.91Infin 10.8361 0.5461NonLiq
7142.2512.48511.4791 40 11.7611.077142.91Infin 10.8311 0.5451NonLiq
7142.7512.51511.493140 11.7611.077142.9I1nfin 10.8261 0.5431NonLiq
7 143.2512.54511.5081 40 11.7611.077142.9I1nfin 10.8221 0.5411NonLiq
NCEER [1997] Method UQUEFACTION ANALYSIS SUMMARY
PAGE 3
File Name: CPT-04.0UT
1 CALC. I TOTALI EFF. IFIELD I FC 1 1 CORR.IUQUE.I IINDUC.IUQUE.
SOILIDEPTHISTRESSISTRESSI N IDELTAI C I(N1)60IRESISTI r ISTRESSISAFETY
NO.1 (ft) 1 (tsf)1 (tsf)I(81ft)IN1_601 N 1(81ft)1 RATIOI d 1 RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
7143.7512.57511.5221 40 11.7611.077142.9 Ilnfin 10.8171 0.5391NonLiq
7144.2512.60511.5361 40 11.7611.077142.9I1nfin 10.8121 0.5371NonLiq
7144.7512.63511.5511 40 11.7611.077142.9I1nfin 10.8071 0.5351NonLiq
7145.2512.66511.5651 40 11.7611.077142.9I1nfin 10.8021 0.5321NonLiq
7 145.7512.69511.5801 40 I 1.7611.0771 42.9 Ilnfin 10.7971 0.5301NonLiq
7146.2512.72511.5941 40 11.7611.077142.91Infin 10.7921 0.5281NonLiq
7146.7512.75511.6081 40 11.7611.077142.9I1nfin 10.7871 0.5251NonLiq
7147.2512.78511.6231 40 11.7611.077142.9I1nfin 10.7821 0.5231NonLiq
7147.7512.81511.6371 40 11.7611.077142.9I1nfin 10.7761 0.5211NonLiq
7148.2512.84511.6521 40 I 1.7611.0771 42.9 IInfin 10.7711 0.5181NonLiq
7148.7512.87511.6661 40 I 1.7611.0771 42.9 IInfin 10.7661 0.5161NonLiq
7149.2512.90511.6801 40 11.7611.077142.9I1nfin 10.7611 0.5131NonLiq
7149.7512.93511.6951 40 11.7611.077142.91Infin 10.7561 0.5111NonLiq
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*****************************
*
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*
LIQUEFY2
*
*
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*
Version 1.50
*
*
*
*****************************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20159-12-01
JOB NAME: CPT-05
SOIL-PROFILE NAME: L1QTEST.LDW
DATE: 10-09-2003
BORING GROUNDWATER DEPTH: 10.00 ft
CALCULATION GROUNDWATER DEPTH: 10.00 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 9
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 ft
CN NORMALIZATION FACTOR: 1.0441sf
MINIMUM CN VALUE: 0.6
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NCEER [1997J Method UQUEFACTION ANALYSIS SUMMARY
PAGE 1
File Name: CPT-05.0UT
I CALC./ TOTAL/ EFF. IFIELD I FC I 1 CORR.IUQUE.I IINDUC.IUQUE.
SOIL/ DEPTHISTRESS/STRESSI N /DEL TAl C I(N1 )60IRESISTI r ISTRESS/SAFETY
NO.1 (ft) I (ts!)1 (tsf)I(BIft)IN1_601 N I(B/ft)/ RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
1 I 0.2510.01410.0141 25 I - I 'I 'I ' I 'I ' I "
110.7510.04110.041125 I -I '1'1 '1'1 'I"
1 I 1.251 0.0691 0.0691 25 I - 1 'I 'I 'I' I ' I "
1 I 1.7510.09610.096/ 25 1 - I 'I 'I ' 1 ' I ' I "
112.2510.12410.1241251 - 1 'I ' 'I' 1 ' 1 "
112.7510.15110.151125 I - I 'I ' '1'1'1"
1 I 3.251 0.1791 0.1791 25 I - 1 'I ' 'I' I ' 1 "
1 1 3.751 0.2061 0.2061 25 I - 1 'I ' 'I' I ' 1 "
1 I 4.251 0.2341 0.2341 25 - 1 'I ' 'I' I ' I "
114.7510.26110.261125 - I 'I ' '/' / 'I "
1 1 5.251 0.2891 0.2891 25 - I 'I ' 'I' 1 ' I "
1/ 5.75/0.316/0.3161 25 - I 'I ' 'I' I ' I ..
1 1 6.251 0.3441 0.3441 25 - I 'I ' 'I' 1 ' 1 ..
1 1 6.751 0.3711 0.3711 25 - 1 'I ' 'I' I ' 1 "
1 I 7.2510.39910.3991 25 - I 'I ' 'I' I 'I "
1 I 7.7510.42610.4261 25 - 1 'I ' 'I' I ' I "
1 1 8.251 0.4541 0.4541 25 - I 'I '/ ' I ' I ' 1 "
1 I 8.7510.481/0.4811 25 - I 'I 'I ' I ' I ' I "
1 I 9.251 0.5091 0.5091 25 - I 'I 'I ' I ' I ' 1 "
1 1 9.751 0.5361 0.5361 25 - I 'I 'I 'I' I ' I "
2110.2510.565/0.5571 34 1.6211.0721 36.4 Ilnfin 10.9791 0.3871NonLiq
2/10.7510.59510.5721 34 1.6211.0721 36.4 IInfin 10.9781 0.3971NonLiq
2 11.2510.62510.5861 34 /1.62/1.072/36.4/lnfin 10.9771 0.4061NonLiq
2 11.7510.655/0.6001 34 1.6211.0721 36.4 IInfin 10.9761 0.415lNonLiq
2 12.2510.685/0.6151 34 1.6211.0721 36.4 Ilnfin 10.9741 0.4231NonLiq
2 12.7510.71510.6291 34 1.6211.0721 36.4 Ilnfin 10.9731 0.431/NonLiq
2 13.2510.74510.6441 34 1.6211.0721 36.4 Ilnfin 10.9721 0.4391NonLiq
2 13.75[ 0.7751 0.658/ 34 1.6211.072136.4 Jlnfin 10.9711 0.4461NonLiq
2 14.2510.80510.6721 34 1.6211.072136.4 Jlnfin 10.9701 0.4531NonLiq
2 14.7510.83510.687/ 34 1.6211.072136.4 Jlnfin 10.969/ 0.4601NonLiq
3 15.251 0.8651 0.7011 20 1.3111.072121.810.23910.96810.46610.66
3 15.75/0.895/0.7161 20 1.3111.072121.810.23910.9671 0.4721 0.65
3 16.2510.92510.7301 20 1.3111.072121.810.23910.96610.47710.64
3 16.7510.95510.7441 20 1.3111.072121.810.23910.96510.48310.64
4 17.2510.98610.7591 42 1.8011.072144.8 Jlnfin 10.9641 0.488lNonLiq
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4117.7511.01710.7751 42 11.80I1.072144.81Infin 10.9631 0.4931NonLiq
4118.2511.04810.7911 42 I 1.8011.0721 44.8 Ilnfin 10.9611 0.4971NonLiq
4118.7511.07910.8061 42 I 1.8011.0721 44.8 IInfin 10.9601 0.5011NonLiq
4119.2511.11110.8221 42 11.8011.072144.8I1nfin 10.9591 0.5051NonLiq
4119.7511.14210.8381 42 11.80I1.072144.8I1nfin 10.9581 0.5091NonLiq
4120.2511.17310.8531 42 11.8011.072144.8I1nfin 10.9561 0.5131NonLiq
4 120.7511.2041 0.8691 42 11.8011.072144.8 IInfin 10.9551 0.5161NonLiq
4 121.2511.2361 0.8851 42 11.8011.072144.8 Ilnfin 10.9541 0.5201NonLiq
NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
PAGE 2
File Name: CPT-05.0UT
1 CALC.I TOTALI EFF. IFIELD I FC I I CORR.ILlQUE.1 IINDUC.ILlQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ftl I (tsfll (tsfll(SlftlIN1_601 N [(Slftll RATIOI d I RATIOIFACTOR
----+------+------+------+------+- ---+-----+------+------+-----+------+------
4 121.7511.2671 0.9001 42 1.8011.072144.8I1nfin 10.9521 0.523INonLie;
4 22.2511.29810.9161 42 1.8011.072144.81Infin 10.9511 0.5261NonLiq
4 22.75[1.32910.9321 42 1.8011.072144.8 IInfin 10.9491 0.5281NonLiq
5 23.25/1.359/0.9461 38 1.7111.072140.6I1nfin 10.9481 0.5311NonLiq
5 23.7511.38810.9591 38 1.7111.072140.61Infin 10.946[ 0.5341NonLiq
5 24.2511.41710.9721 38 1.71I1.072140.6I1nfin 10.9451 0.5371NonLiq
5 24.7511.44610.9851 38 1.7111.072140.6 IInfin 10.9431 0.540INonLiq
5 25.2511.47410.9991 38 1.7111.072140.61Infin 10.9411 0.5421NonLiq
5 25.7511.50311.0121 38 1.7111.072140.6I1nfin 10.9391 0.5441NonLiq
5 26.251 1.5321 1.025[ 38 1.7111.072140.61Infin 10.9381 0.5471NonLiq
5 26.7511.56111.0381 38 1.7111.072140.61Infin 10.9361 0.5491NonLiq
6 27.2511.59011.0521 32 1.5811.072134.4llnfin 10.9341 0.5501NonLiq
6 27.7511.62011.0661 32 1.5811.072134.4 Ilnfin 10.9311 0.5521NonLiq
6 28.25[1.650[1.0811 32 1.58[1.072[34.4llnfin 10.9291 0.5531NonLiq
6 28.7511.68011.0951 32 1.5811.0721 34.4 IInfin 10.9271 0.5551NonLiq
6129.251 1.7101 1.109[ 32 1.5811.0721 34.4 IInfin [0.925[ 0.5561NonLiq
6129.7511.74011.1241 32 1.5811.072134.4l1nfin 10.9221 0.5571NonLiq
6130.2511.77011.1381 32 1.5811.0721 34.4 IInfin 10.9201 0.5581NonLiq
6130.7511.80011.1531 32 1.5811.0721 34.4 IInfin 10.9171 0.5591NonLiq
7131.25/ 1.8301 1.167[ 50 1.9811.072153.21Infin 10.9141 0.5591NonLiq
7131.7511.86011.1811 50 1.9811.072153.21Infin 10.9121 0.5601NonLiq
7132.2511.89011.1961 50 1.9811.072153.21Infin 10.9091 0.5601NonLiq
7132.7511.92011.2101 50 1.98[1.072[53.21Infin 10.906[ 0.5601NonLiq
7133.2511.95011.2251 50 11.9811.0721 53.211nfin 10.9031 0.5611NonLiq
7133.7511.98011.2391 50 I 1.9811.0721 53.211nfin 10.8991 0.5611NonLiq
7134.2512.01011.2531 50 I 1.9811.0721 53.211nfin 10.8961 0.5611NonLiq
7134.7512.04011.2681 50 11.9811.072153.21Infin 10.8931 0.5601NonLiq
7135.2512.07011.2821 50 I 1.9811.0721 53.2 Ilnfin 10.8891 0.5601NonLiq
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7135.7512.10011.297[ 50 1 1.9811.072153.2 [Infin [0.8861 0.5601NonLiq
7136.2512.130[1.3111 50 I 1.9811.0721 53.2 Ilnfin 10.8821 0.5591NonLiq
7136.7512.16011.3251 50 [1.98[1.072153.21Infin 10.8781 0.5581NonLiq
7137.2512.19011.3401 50 I 1.9811.0721 53.2 [Infin 10.8741 0.5571NonLiq
7 37.7512.22011.3541 50 11.9811.072[53.2Iinfin 10.8711 0.5571NonLiq
7 38:2512.25011.3691 50 11.9811.0721 53.2 Ilnfin 10.8661 0.5561NonLiq
7 38.7512.28011.3831 50 11.9811.0721 53.2 Ilnfin 10.8621 0.5541NonLiq
7 39.2512.31011.3971 50 11.9811.072153.2 [Infin 10.8581 0.5531NonLiq
7 39.7512.34011.4121 50 11.9811.072153.2 [Infin 10.8541 0.5521NonLiq
7 40.2512.37011.4261 50 [1.9811.072153.21Infin 10.8491 0.5501NonLiq
7 40.7512.40011.4411 50 11.9811.072153.2 [Infin 10.8451 0.5491NonLiq
7 41.2512.43011.4551 50 I 1.9811.0721 53.2 [Infin 10.8401 0.5471NonLiq
7 41.7512.46011.4691 50 1 1.9811.0721 53.2 Ilnfin 10.8361 0.5461NonLiq
7 42.2512.49011.4841 50 11.9811.072153.2 [Infin 10.8311 0.5441NonLiq
7 42.7512.52011.4981 50 11.9811.072153.2 [Infin 10.8261 0.5421NonLiq
7 43.2512.55011.5131 50 11.9811.072153.2 [Infin 10.8221 0.5401NonLiq
NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
File Name: CPT-05.0UT
PAGE 3
I CALC.I TOTAL 1 EFF..IFIELD I FC I I CORR.IUQUE.I IINDUC.ILlQUE.
SOIL[ DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (It) I (tsf)1 (tsf)I(8/1t)IN1_601 N 1(81ft)[ RATIOI d I RATIOIFACTOR
----+------+~-----+------+------+-----+-----+------+------+-----+------+------
7143.7512.58011.5271 50 11.9811.072153.2 [Infin 10.8171 0.5381NonLiq
7144.2512.61011.5411 50 1 1.9811.0721 53.211nfin 10.8121 0.5361NonLiq
7 144.7512.64011.5561 50 11.9811.072153.2 [Infin 10.8071 0.5341NonLiq
7145.2512.67011.5701 50 11.9811.072153.21Infin 10.8021 0.5321NonLiq
7145.7512.70011.5851 50 11.9811.072153.21Infin 10.7971 0.5291NonLiq
7 146.2512.73011.5991 50 11.9811.0721 53.211nfin 10.7921 0.5271NonLiq
7146.7512.76011.6131 50 11.9811.072153.2 [Infin 10.7871 0.5251NonLiq
7147.2512.79011.6281 50 11.9811.072153.2 Ilnfin 10.7821 0.522[NonLiq
7147.7512.82011.6421 50 [1.98[1.072153.21Infin 10.7761 0.5201NonLiq
7148.2512.85011.6571 50 I 1.9811.0721 53.2 Ilnfin 10.7711 0.5171NonLiq
7148.7512.88011.6711 50 11.9811.0721 53.2 [Infin 10.7661 0.5151NonLiq
7149.2512.91011.6851 50 11.9811.072153.2 [Infin 10.7611 0.5121NonLiq
7149.7512.94011.7001 50 11.9811.072153.2 [Infin 10.7561 0.5101NonLiq
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LIQUEFY2
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Version 1.50
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EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20159-12-01
DATE: 10-09-2003
JOB NAME: CPT 6
SOIL-PROFILE NAME: L1QTEST.LDW
BORING GROUNDWATER DEPTH: 10.00 ft
CALCULATION GROUNDWATER DEPTH: 10.00 ft
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 9
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 ft
CN NORMALIZATION FACTOR: 1.0441sf
MINIMUM CN VALUE: 0.6
\,,0...
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NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
PAGE 1
File Name: 20159CPT6.0UT
1 CALC.I TOTALI EFF. IFIELD 1 FC I I CORR.ILlQUE.1 [lNDUC.ILlQUE.
SOIL/ DEPTHISTRESSISTRESS/ N IDELTA/ C /(N1)60IRESISTI r ISTRESS/SAFETY
NO.1 (ft) I (lsf)1 (tsf)I(B/ft)IN1_601 N /(BIft)! RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+--.,.--+------+------
1 0.2510.01410.0141 25 I - 1 * / */ * / * I * I **
1 0.7510.04110.041/25 I - I * 1 *1 * / * 1 * I **
1 1.251 0.069/ 0.0691 25 1 - I * I *1 . I * 1 * / ..
1 1.7510.096/0.0961 25 1 - 1 * I *1 . 1 * I * **
1 2.2510.124/0.1241 25 I - I * I *1 * I * I * **
12.7510.15110.1511251-1*1 *1*1*1* **
1 3.251 0.1791 0.1791 25 1 - / * I * I * 1 * I * **
1 3.7510.20610.2061 25 I - 1 * I *1 * I * / * **
1 4.2510.23410.234/ 25 / - I * / */ . I * 1 * **
1 4.7510.261/0.2611251 - 1 *1 *1 *1 *1 * ..
1 5.25/0.28910.289/ 25 1 - 1 * 1 *1 * 1 * I * **
1 5.7510.31610.3161 25 1 - 1 * 1 *1 * 1 * I * .*
1 6.2510.34410.344\ 25 I - \ * I *1 * I * I * **
1 6.75/0.37110.3711 25 I - / * I *1 * I * I * **
1 7.251 0.3991 0.3991 25 I - I * I * / * / * 1 * **
1 7.7510.42610.4261 25 \ - I * / */ * / * 1 * ..
1 I 8.25/ 0.4541 0.4541 25 \ - I * / *1 * 1 * I * ..
118.75/0.48110.481125/ - I * / *1 * I * I * .*
1 I 9.25/ 0.509/ 0.5091 25 I - I * I * I * I * I * **
1 I 9.751 0.536/ 0.5361 25 I - 1 * 1 * 1 * I * I * **
2 10.2510.56510.5571 29 I 1.5211.0801 31.4 Ilnfin 10.9791 0.3871NonLiq
2 10.7510.59510.5721 29 11.5211.080131.4llnfin 10.9781 0.3971NonLlq
2 11.25/0.625/0.586/ 29 11.5211.080/31.4 Ilnfin 10.9771 0.4061NonLlq
2 11.7510.655\ 0.600\ 29 I 1.5211.0801 31.4 Ilnfin 10.976/ 0.4151NonLlq
2 12.2510.68510.615/ 29 I 1.5211.0801 31.4 [lnfin 10.9741 0.4231NonLlq
2 12.7510.715/0.6291 29 /1.5211.080131.4[1nfin 10.9731 0.4311NonLiq
2 13.2510.74510.6441 29 11.5211.080131.4llnfin 10.9721 0.4391NonLlq
2 13.7510.77510.6581 29 11.5211.080131.4llnfin 10.9711 0.4461NonLiq
2 14.2510.80510.6721 29 11.5211.080131.4 Ilnfin 10.9701 0.453lNonLiq
2 14.7510.83510.6871 29 11.5211.080131.4llnfin 10.9691 0.4601NonLlq
2 15.2510.86510.7011 29 11.5211.080131.4llnfin 10.9681 0.466/NonLiq
2 15.7510.89510.7161 29 11.5211.080131.4llnfin 10.9671 0.472INonLlq
3 16.2510.92510.7301 13 11.1611.080114.610.159/0.966/0.47710.43
3 16.75/0.95510.7441 13 11.1611.080114.6/0.15910.96510.48310.42
3 17.2510.98510.7591 13 11.1611.080114.610.15910.96410.48810.42
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3117.7511.01510.7731 13 11.1611.080114.610.15910.96310.49310.41
3118.2511.04510.7881 13 11.1611.080114.610.15910.96110.49710.41
3118.7511.07510.8021 13 11.1611.080114.610.15910.96010.50210.41
3119.2511.10510.8161 13 11.1611.080114.610.15910.95910.50610.40
3119.7511.13510.8311 13 11.1611.080114.610.15910.95810.51010.40
3120.2511.16510.8451 13 11.1611.080114.610.15910.95610.51410.40
3120.7511.19510.8601 13 11.1611.080114.610.15910.95510.51810.39
3121.2511.22510.8741 13 11.1611.080114.610.15910.95410.52110.39
NCEER [1997] Method UQUEFACTION ANALYSIS SUMMARY
File Name: 20159CPT6.0UT
5 /'- I. 6J
PAGE 2
I CALC.I TOTAL I EFF. IFIELD I FC I 1 CORR.IUQUE.1 IINDUC.IUQUE.
SOILIDEPTHISTRESSISTRESSI N IDEL TAl C I(N1)60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (tsf) I (tsf)I(BIft)IN1_601 N I(BIft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
3121.7511.25510.8881 13 11.1611.080114.610.15910.95210.52510.39
3122.2511.28510.9031 13 11.1611.080114.610.15910.95110.52810.39
3122.7511.31510.9171 13 11.1611.080114.610.15910.94910.53110.38
4123.25/1.34610.9321 30 11.5411.080132.5 IInfin 10.9481 0.5341NonLiq
4123.7511.37710.9481 30 1 1.5411.0801 32.5 Ilnfin 10.9461 0.5361NonLiq
4124.2511.40810.9641 30 I 1.5411.0801 32.5 Ilnfin 10.9451 0.5381NonLiq
4124.7511.43910.9791 30 I 1.5411.0801 32.5 IInfin 10.9431 0.5411NonLiq
4125.2511.47110.9951 30 I 1.5411.0801 32.5 IInfin 10.9411 0.5431NonLiq
4125.7511.50211.0101 30 I 1.5411.0801 32.5 IInfin 10.9391 0.5451NonLiq
4126.2511.53311.0261 30 1 1.5411.0801 32.5 Ilnfin 10.9381 0.5461NonLiq
4126.7511.56411.0421 30 1 1.5411.0801 32.5 Ilnfin 10.9361 0.5481NonLiq
4127.2511.59611.0571 30 I 1.5411.0801 32.5 Ilnfin 10.9341 0.5491NonLiq
4127.7511.62711.0731 30 11.5411.080132.5I1nfin 10.9311 0.5511NonLiq
5 128.2511.65711.0871 8 11.0511.0801 9.3 1 0.10210.9291 0.5521 0.24
5128.7511.68611.1011 8 11.0511.0801 9.310.10210.92710.55410.24
5129.2511.71411.1141 8 11.0511.0801 9.310.10210.92510.55510.24
5129.7511.74311.1271 8 11.0511.0801 9.310.10210.92210.55610.24
6 I 30.2511.77211.1411 33 11.6111.0801 35.6 IInfin 10.9201 0.5571NonLiq
6130.7511.80211.1551 33 I 1.6111.0801 35.6 IInfin 10.9171 0.5581NonLiq
6131.2511.83211.1691 33 I 1.6111.0801 35.6 IInfin 10.9141 0.5591NonLiq
6131.7511.86211.1841 33 I 1.6111.0801 35.6 Ilnfin 10.9121 0.5591NonLiq
6132.2511.89211.1981 33 11.6111.080135.61Infin 10.9091 0.5601NonLiq
6 132.7511.92211.2131 33 11.6111.080135.6 Ilnfin 10.9061 0.5601NonLiq
6133.2511.95211.2271 33 11.6111.080135.6 Ilnfin 10.9031 0.5601NonLiq
6133.7511.98211.2421 33 11.6111.080135.6 Ilnfin 10.8991 0.5601NonLiq
6134.2512.01211.2561 33 I 1.6111.0801 35.6 Ilnfin 10.8961 0.5601NonLiq
6134.7512.04211.2701 33 I 1.6111.0801 35.6 IInfin 10.8931 0.5601NonLiq
6135.2512.07211.2851 33 I 1.6111.0801 35.6 IInfin 10.8891 0.5601NonLiq
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6135.7512.10211.2991 33 I 1.6111.0801 35.6 IInfin 10.8861 0.5591NonLiq
6 136.2512.13211.3141 33 11.6111.0801 35.611nfin 10.8821 0.5591NonLiq
6136.7512.16211.3281 33 I 1.6111.0801 35.6 IInfin 10.8781 0.5581NonLiq
7137.2512.19211.3421 45 11.8711.080148.3I1nfin 10.8741 0.5571NonLiq
7137.7512.22211.3571 45 I 1.8711.0801 48.3 IInfin 10.8711 0.5561NonLiq
7138.2512.25211.3711 45 I 1.8711.0801 48.3 Ilnfin 10.8661 0.5551NonLiq
7138.7512.28211.3861 45 11.8711.080148.31Infin 10.8621 0.5541NonLiq
7139.2512.31211.4001 45 11.8711.080148.31Infin 10.8581 0.5531NonLiq
7139.7512.34211.4141 45 11.8711.080148.31Infin 10.8541 0.5521NonLiq
7140.2512.37311.4291 45 11.8711.080148.31Infin 10.8491 0.5501NonLiq
7140.7512.40311.443145 1 1.8711.0801 48.3 IInfin 10.8451 0.5491NonLiq
7141.2512.43311.4581 45 11.8711.080148.3I1nfin 10.8401 0.5471NonLiq
7141.7512.46311.4721 45 11.8711.080148.31Infin 10.8361 0.5451NonLiq
7142.2512.49311.4861 45 1 1.8711.0801 48.3 IInfin 10.8311 0.5441NonLiq
7142.7512.52311.5011 45 11.8711.080148.3 Ilnfin 10.8261 0.5421NonLiq
7 143.251 2.55311.5151 45 11.8711.080148.3I1nfin 10.8221 0.5401NonLiq
NCEER [1997] Melhod UQUEFACTION ANALYSIS SUMMARY
PAGE 3
File Name: 20159CPT6.0UT
1 CALC.I TOTALI EFF. IFIELD 1 FC 1 I CORR.IUQUE.I IINDUC.IUQUE.
SOILIDEPTHISTRESSISTRESSI N IDELTAI C I(N1)60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (lsf)1 (tsf)I(B/ft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
7143.7512.58311.5301 45 11.8711.080148.3I1nfin 10.8171 0.5381NonLiq
7144.2512.61311.5441 45 11.8711.080148.3I1nfin 10.8121 0.5361NonLiq
7144.7512.64311.5581 45 11.8711.080148.3I1nfin 10.8071 0.5341NonLiq
7145.2512.67311.5731 45 11.8711.080148.3 Ilnfin 10.8021 0.5311NonLiq
7145.7512.70311.5871 45 11.8711.080148.3 IInfin 10.7971 0.5291NonLiq
7146.2512.73311.6021 45 11.8711.080148.3I1nfin 10.7921 0.5271NonLiq
7146.7512.76311.6161 45 11.8711.080148.31Infin 10.7871 0.5241NonLiq
7147.2512.79311.6301 45 11.8711.080148.3 IInfin 10.7821 0.5221NonLiq
7147.7512.82311.6451 45 11.8711.080148.3 IInfin 10.7761 0.5201NonLiq
7148.2512.85311.6591 45 11.8711.080148.3I1nfin 10.7711 0.5171NonLiq
7148.7512.88311.6741 45 11.8711.080148.31Infin 10.7661 0.5151NonLiq
7149.2512.91311.6881 45 11.8711.080148.31Infin 10.7611 0.5121NonLiq
7149.7512.94311.702145 11.8711.080148.3I1nfin 10.7561 0.5101NonLiq
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LIQUEFY2
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Version 1.50
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*
*****************************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20158-12-01 DATE: 10-09-2003
JOB NAME: CPT-7
SOIL-PROFILE NAME: L1QTEST.LDW
BORING GROUNDWATER DEPTH: 10.00 It
CALCULATION GROUNDWATER DEPTH: 10.00 It
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 g
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 It
CN NORMALIZATION FACTOR: 1.044 tsf
MINIMUM CN VALUE: 0.6
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NCEER [1997J Method UQUEFACTION ANALYSIS SUMMARY
PAGE 1
File Name: CPT-7.0UT
I CALC.I TOTALI EFF. WIELD I FC I I CORR.IUQUE.I IINDUC.IUQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) 1 (lsf)1 (tsf)I(B/ft)IN1_601 N I(BIft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
11 0.2510.01410.0141 25 I - I * I *1 * I * I * 1 **
110.7510.04110.041125 I -I *1 *1 *1 *1 * 1**
1 I 1.251 0.0691 0.0691 25 - I * I *1 * I * I * I **
1 I 1.751 0.0961 0.0961 25 - I * I *1 * I * I * I **
1 I 2.251 0.1241 0.1241 25 - I * I *1 * I * I * I **
1 I 2.7510.15110.1511 25 - I * I *1 * I * I * I **
1 I 3.251 0.1791 0.1791 25 - I * I * I * I * I * **
1 1 3.7510.20610.2061 25 - I * I *1 * * I * **
1 I 4.251 0.2341 0.2341 25 - I * I *1 * * I * **
114.7510.26110.261125 -I *1 *1 * * I * **
1 / 5.25/ 0.289/ 0.2891 25 - I * I *1 * * 1
1 5.7510.31610.3161 25 - I * I *1 * * I * **
1 6.2510.34410.3441 25 - I * I *1 * * I * **
1 6.751 0.3711 0.3711 25 - I * I * I * * I * **
1 7.251 0.3991 0.3991 25 - 1 * I *1 * * I * **
1 7.7510.42610.4261 25 I - I * I *1 * * 1 * **
1 8.2510.45410.4541 25 1 - I * I *1 * * I * **
1 8.7510.48110.4811 25 I - I * I *1 * * I * **
1 9.2510.50910.5091 25 I - I * 1 *1 * * I * **
1 9.751 0.5361 0.5361 25 I - 1 * I *1 * * 1 * **
2 10.2510.56510.5571 22 11.3611.077124.010.2691 .97910.38710.89
2 10.7510.59510.5721 22 11.3611.077124.0 I 0.26910.9781 0.3971 0.87
2 11.2510.62510.5861 22 11.3611.077124.0 I 0.26910.9771 0.4061 0.85
2 11.751 0.6551 0.6001 22 11.3611.077124.0 1 0.26910.9761 0.4151 0.83
2 12.2510.68510.6151 22 11.3611.077124.0 I 0.26910.9741 0.4231 0.82
2 12.7510.71510.6291 22 11.3611.077124.0 I 0.26910.9731 0.4311 0.80
2113.2510.74510.6441 22 11.3611.077124.0 I 0.26910.9721 0.4391 0.79
2113.7510.77510.6581 22 11.3611.077124.010.26910.97110.44610.78
2114.2510.80510.6721 22 11.3611.077124.010.26910.97010.45310.76
2114:7510.83510.6871 22 11.3611.077124.0 I 0.26910.9691 0.4601 0.75
3115.2510.86510.7011 27 11.4711.077129.210.39910.96810.46611.10
3115.7510.89510.7161 27 11.4711.077129.210.39910.96710.47211.09
3116.2510.92510.7301 27 11.4711.077129.210.39910.96610.47711.07
3116.7510.95510.7441 27 11.4711.077129.210.39910.96510.48311.06
3117.2510.98510.7591 27 11.4711.077129.210.39910.96410.48811.05
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3[17.75[1.015[ 0.7731 27 11.4711.077[29.210.39910.96310.493[1.04
3[18.2511.04510.7881 27 I 1.4711.077129.2 [ 0.39910.961 [ 0.49711.03
31 18.751 1.07510.802[ 27 [1.47[1.077129.21 0.399[0.960[ 0.50211.02
31 19.251 1.105[ 0.8161 27 11.4711.077[29.210.39910.95910.506[1.01
31 19.751 1.135[ 0.8311 27 1 1.4711.077129.2 [ 0.39910.9581 0.51011.00
4120.2511.166[ 0.8461 25 11.4311.077127.1 [ 0.327[0.956[ 0.5141 0.82
4120.75[1.197[ 0.8611 25 11.43[1.077127.110.32710.9551 0.518[ 0.81
4121.25[1.228[ 0.8771 25 11.43[1.077[27.110.32710.9541 0.521 [ 0.81
NCEER [1997J Method UQUEFACTION ANALYSIS SUMMARY
F'AGE 2
File Name: CPT-7.0UT
1 CALC.I TOTALI EFF. IFIELD I FC 1 I CORR.IUQUE.I IINDUC.IUQUE.
SOILI DEPTH[STRESSISTRESSI N IDEL TA[ C I(N1 l60lRESISTI r ISTRESSISAFETY
NO.1 (It) [ (Isfll (tsfJl(BIft)IN1_60[ N I(BIft)1 RATIOI d 1 RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+-----+------
4121.7511.25910.8931 25 [1.43[1.077[27.1 1 0.32710.952[ 0.5241 0.80
4122.2511.291[ 0.9081 25 11.4311.077127.1 [ 0.327[0.951 [ 0.5271 0.80
4122.7511.32210.9241 25 11.4311.077127.110.32710.94910.53010.79
4/23.25/1.35310.9401 25 11.4311.077127.11 0.32710.948[ 0.5321 0.79
4123.7511.38410.9551 25 11.4311.077127.1 [ 0.32710.9461 0.535[ 0.79
4124.2511.41610.9711 25 [1.4311.077127.110.32710.94510.53710.78
4124.7511.44710.9871 25 [1.43[1.077[27.11 0.32710.943[ 0.5391 0.78
4125.25[1.47811.002[ 25 11.43[1.077[27.1 [ 0.327[0.941 [ 0.5411 0.78
4[25.7511.509[1.0181 25 11.43[1.077[27.1 [ 0.327[0.939[ 0.543[ OF
5126.2511.539[1.0321 16 I 1.2311.0771 17.7[ 0.19210.9381 0.5451 0.45
5126.7511.568[1.0461 16 [1.2311.077117.710.19210.93610.54710.45
5127.2511.59711.0591 16 [1.2311.077117.71 0.19210.934[ 0.549[ 0.45
5127.75[1.62611.072[ 16 11.23[1.077[17.71 0.192[0.931[ 0.551[ 0.45
6128.2511.65511.0861 24 11.4011.077126.1 10.30510.92910.5521 0.71
6128.7511.685[1.1001 24 11.4011.077126.110.30510.92710.55410:71
6 1 29.2511.71511.1141 24 11.4011.077126.1 I 0.30510.9251 0.5551 0.71
6129.751 1.7451 1.129[ 24 11.40[1.077[26.1 [ 0.305[0.9221 0.556[ 0.70
6[30.2511.775[1.1431 24 11.40[1.077[26.110.30510.92010.55710.70
6130.7511.805[1.1581 24 [1.4011.077126.110.30510.9171 0.558[ 0.70
6131.2511.83511.172[ 24 [1.40[1.077126.11 0.305[0.914[ 0.558[ 0.70
6131.75[1.86511.186[ 24 11.40[1.077[26.1 [ 0.305[0.9121 0.559[ 0.70
6132.25[1.895[1.201[ 24 11.40[1.077[26.1 [ 0.30510.9091 0.5591 0.70
6132.7511.925[1.215[ 24 11.4011.077126.1 10.30510.90610.56010.70
7133.2511.95511.2301 75 [2.5411.0771 79.7 Ilnfin [0.9031 0.5601NonLiq
7133.7511.98511.2441 75 [2.5411.077179.71Infin [0.899[ 0.5601NonLiq
7134.2512.01511.2581 75 [2.5411.077179.7 [lnfin 10.896[ 0.5601NonLiq
7134.7512.045[1.2731 75 1 2.54[1.077[79.7 [Infin 10.893[ 0.559[NonLiq
7135.2512.07511.2871 75 12.5411.077179.7 [Infin 10.889[ 0.559[NonLiq
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7135.7512.10511.3021 75 12.5411.0771 79.711nfin 10.8861 0.5591NonLiq
7136.2512.13511.3161 75 I 2.5411.0771 79.7 IInfin 10.8821 0.5581NonLiq
7 36.7512.16511.3301 75 12.5411.077179.71Infin 10.8781 0.5571NonLiq
7 37.2512.19511.3451 75 I 2.5411.0771 79.7 Ilnfin 10.8741 0.5571NonLiq
7 37.7512.22511.3591 75 I 2.5411.0771 79.7 Ilnfin 10.8711 0.5561NonLiq
7 38.2512.25511.3741 75 12.5411.0771 79.711nfin 10.8661 0.5551NonLiq
7 38.7512.28511.3881 75 1 2.5411.0771 79.7 Ilnfin 10.8621 0.5541NonLiq
7 39.2512.31511.4021 75 1 2.5411.0771 79.7 Ilnfin 10.8581 0.5521NonLiq
7 39.7512.34511.4171 75 I 2.5411.0771 79.7 Ilnfin 10.8541 0.5511NonLiq
7 40.2512.37511.4311 75 I 2.5411.0771 79.7 Ilnfin 10.8491 0.5501NonLiq
7 40.7512.40511.4461 75 I 2.5411.0771 79.7 Ilnfin 10.8451 0.5481NonLiq
7 41.2512.43511.4601 75 12.5411.0771 79.711nfin 10.8401 0.5471NonLiq ,
7 41.7512.46511.4741 75 I 2.5411.0771 79.7 IInfin 10.8361 0.5451NonLiq
7 42.2512.49511.4891 75 12.5411.0771 79.7l1nfin 10.8311 0.5431NonLiQ
7 42.7512.52511.5031 75 I 2.5411.0771 79.7 Ilnfin 10.8261 0.5411NonLiQ
7 43.2512.55511.5181 75 I 2.5411.0771 79.7 Ilnfin 10.8221 0.5391NonLiQ
NCEER [1997] Melhod LIQUEFACTION ANALYSIS SUMMARY
PAGE 3
File Name: CPT-7.0UT
I CALC.I TOTALI EFF. IFIELD I FC 1 I CORR.ILlQUE.1 IINDUC.ILlQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) 1 (lsf)1 (tsf)I(B/ft)IN1_601 N I(BIft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
7143.7512.58511.5321 75 12.5411.077179.71Infin 10.8171 0.5371NonLiq
7 144.251 2.61511.5461 75 12.5411.077179.7 Ilnfin 10.8121 0.5351NonLiq
7144.751 2.64511.5611 75 12.5411.077179.7 IInfin 10.8071 0.5331NonLiq
7145.251 2.67511.5751 75 12.5411.077179.7 Ilnfin 10.8021 0.5311NonLiq
7145.7512.70511.5901 75 I 2.5411.0771 79.7 IInfin 10.7971 0.5291NonLiq
7146.2512.73511.6041 75 I 2.5411.0771 79.7 IInfin 10.7921 0.5261NonLiq
7146.7512.76511.6181 75 12.5411.077179.71Infin 10.7871 0.5241NonLiq
7147.2512.79511.6331 75 12.5411.077179.71Infin 10.7821 0.5221NonLiq
7147.7512.82511.6471 75 12.5411.077179.7I1nfin 10.7761 0.5191NonLiq
7148.2512.85511.6621 75 I 2.5411.0771 79.7 IInfin 10.7711 0.5171NonLiq
7148.7512.88511.6761 75 I 2.5411.0771 79.7 IInfin 10.7661 0.5141NonLiq
7149.2512.91511.6901 75 I 2.5411.0771 79.7 IInfin 10.7611 0.5121NonLiq
7149.7512.94511.7051 75 I 2.5411.0771 79.7 Ilnfin 10.7561 0.5091NonLiq
--------------------------------------------------------~~-_._---------------,---
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*****************************
. .
. LIQUEFY2 .
. .
. Version 1.50 .
. .
*****************************
EMPIRICAL PREDICTION OF
EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL
JOB NUMBER: 20159-12-01
JOB NAME: CPT-08
SOIL-PROFILE NAME: L1QTEST.LDW
BORING GROUNDWATER DEPTH: 10.00 It
DATE: 10-09-2003
CALCULATION GROUNDWATER DEPTH: 10.00 It
DESIGN EARTHQUAKE MAGNITUDE: 6.80 Mw
SITE PEAK GROUND ACCELERATION: 0.600 g
BOREHOLE DIAMETER CORRECTION FACTOR: 1.00
SAMPLER SIZE CORRECTION FACTOR: 1.00
N60 HAMMER CORRECTION FACTOR: 1.00
MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press)
Magnitude Scaling Factor: 1.285
rd-CORRECTION METHOD: Seed (1985)
FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS.
Rod Stick-Up Above Ground: 3.0 It
CN NORMALIZATION FACTOR: 1.044 tsf
MINIMUM CN VALUE: 0.6
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3117.7511.01510.7731 35 1 1.6511.0801 37.7 Ilnfin 10.9631 0.4931NonLiq
3118.2511.04510.7881 35 I 1.6511.0801 37.711nfin 10.9611 0.4971NonLiq
3118.7511.07510.8021 35 11.6511.080137.7 [Infin 10.9601 0.5021NonLiq
31 19.251 1.10510.816[ 35 I 1.6511.0801 37.7 Ilnfin 10.9591 0.5061NonLiq
3119.7511.13510.8311 35 11.6511.080137.7 [Infin 10.9581 0.5101NonLiq
3120.2511.16510.8451 35 I 1.6511.0801 37.7 Ilnfin 10.9561 0.5141NonLiq
3120.7511.19510.8601 35 11.6511.080137.71Infin 10.9551 0.5181NonLiq
3121.2511.22510.8741 35 1 1.6511.0801 37.7 Ilnfin 10.9541 0.5211NonLiq
NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
PAGE 2
File Name: CPT-08.0UT
I CALC. I TOTALI EFF. IFIELD I FC I I CORR.ILlQUE.1 IINDUC.ILlQUE.
SOILI DEPTHISTRESSISTRESSI N 'IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) 1 (lsf)1 (lsf)I(BIft)IN1_601 N I(B/ft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+-----+-----+------+------
3121.7511.25510.8881 35 I 1.6511.0801 37.7 Ilnfin 10.9521 0.5251NonLiq
3122.2511.28510.9031 35 11.6511.080137.7 [Infin 10.9511 0.5281NonLiq
3122.7511.31510.9171 35 I 1.6511.0801 37.7 Ilnfin 10.9491 0.5311NonLiq
3/23.25/1.345/0.932/ 35 11.6511.080137.7 [Infin 10.9481 0.5341NonLiq
3123.7511.37510.9461 35 11.6511.080137.71Infin 10.9461 0.5361NonLiq
3124.2511.40510.9601 35 11.6511.080137.7 Ilnfin 1A451 0.5391NonLiq
3124.7511.43510.9751 35 I 1.6511.0801 37.7 Ilnfin 10.9431 0.5411NonLiq
4 I 25.2511.4661 0.9901 38 11.7211.0801 40.9 Ilnfin 10.9411 0.5441NonLiq
4125.7511.49711.0051 38 11.7211.080140.9 [Infin 10.9391 0.5451NonLiq
4126.2511.52811.0211 38 11.7211.080140.91Infin 10.9381 0.5471NonLiq
4126.7511.55911.0371 38 11.7211.080140.9 [Infin 10.9361 0.5491NonLiq
4127.2511.59111.0521 38 I 1.7211.0801 40.9 linfin 10.9341 0.5501NonLiq
4127.7511.62211.0681 38 11.7211.080140.91Infin 10.9311 0.5521NonLiq
4 128.2511.65311.0841 38 [1.7211.080140.91Infin 10.9291 0.5531NonLiq
4 28.7511.68411.0991 38 11.7211.080140.91Infin 10.9271 0.5541NonLiq
4 29.2511.71611.1151 38 11.7211.080140.9 [Infin 10.9251 0.5551NonLiq
4 29.7511.74711.1311 38 11.7211.080140.91Infin 10.9221 0.5561NonLiq
4 30.2511.77811.1461 38 11.7211.080140.9 Ilnfin 10.9201 0.5561NonLiq
4 30.7511.80911.1621 38 11.7211.080140.91Infin 10.9171 0.5571NonLiq
4 31.2511.84111.1781 38 11.7211.080140.91Infin 10.9141 0.5571NonLiq
5 31.7511.87111.1921 13 11.1611.080114.610.15910.91210.55810.37
5 32.2511.89911.2051 13 11.1611.080114.610.15910.90910.55910.37
5 32.7511.92811.2181 13 11.1611.080114.610.15910.90610.55910.37
5 33.2511.95711.2311 13 11.1611.080114.610.15910.90310.55910.36
5 33.7511.98611.2451 13 11.1611.080114.610.15910.89910.56010.36
5 34.2512.01411.2581 13 11.1611.080114.610.15910.89610.56010.36
5134.7512.04311.271/ 13 11.1611.080114.610.15910.89310.56010.36...-
6 135.2512.07211.2851 27 11.4711.080129.310.40410.88910.56010.93
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NCEER [1997] Method UQUEFACTION ANALYSIS SUMMARY
PAGE 1
File Name: CPT-08.0UT
I CALC.I TOTAL I EFF. WIELD I FC I I CORR.IUQUE.I IINDUC.IUQUE.
SOILI DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (It) I (ts!)1 (tsf)I(BIft)IN1_601 N I(BIft)1 RATIOI d I RATIOIFACTOR
----+------+------+------+------+-----+-----+------+------+-----+------+------
1 I 0.2510.01410.0141 30 1 - I * I * I * I * I * I **
1 I 0.751 0.0411 0.0411 30 I - I * I * I * I * 1 * I **
1 I 1.251 0.0691 0.0691 30 I - I * I * I * 1 * * I **
1 I 1.7510-09610.0961 30 I - 1 * 1 * I * I * * I **
1 1 2.251 0.1241 0.1241 30 I - I * I * I * I * * I **
112.7510.15110.1511301-1*1 *1*1* * **
1 I 3.251 0.1791 0.1791 30 1 - I * I * I * 1 * * **
1 I 3.7510.20610.2061 30 I - I * 1 * I * I * * **
1 I 4.251 0.2341 0.2341 30 1 - I * I * 1 * I * * **
114.7510.26110.261130 I - I * I *1 * I * * **
1 I 5.251 0.289/ 0.2891 30 1 - 1 * 1 * 1 * 1 * * **
1 5.7510.31610.3161 30 I - 1 * I *1 * I * * **
1 6.251 0.3441 0.3441 30 I - I * 1 * I * I * * **
1 6.751 0.3711 0.3711 30 I - I * 1 * I * I * * **
1 7.2510.39910.3991 30 I - I * I * I * 1 * I * **
1 7.7510.42610.4261 30 I - 1 * I * 1 * I * I * **
1 8.251 0.4541 0.4541 30 1 - I * I * I * I * I * **
1 8.7510.48110.4811 30 I - I * I * 1 * 1 * I * I **
1 9.251 0.5091 0.5091 30 I - 1 * I * I * I * I * I **
1 9.7510.53610.5361 30 1 - I * I *1 * 1 * I * 1 **
2 10.2510.56510.5571 41 11.7811.080144.11Infin 10.9791 0.3871NonLiq
2 10.7510.59510.5721 41 11.7811.080144.11Infin 10.9781 0.3971NonLiq
2 11.2510.6251 0.5861 41 11.78[1.080144.1 IInfin 10.9771 0.4061NonLiq
2 11.7510.65510.6001 41 11.7811.080144.11Infin 10.9761 0.4151NonLiq
2 12.2510.68510.6151 41 11.7811.080144.11Infin 10.9741 0.4231NonLiq
2 12.7510.71510.6291 41 11.7811.080144.11Infin 10.9731 0.4311NonLiq
2 13.2510.74510.6441 41 11.7811.080144.11Infin 10.9721 0.4391NonLiq
2 13.7510.77510.658141 11.7811.080144.11Infin 10.9711 0.4461NonLiq
2 14.2510.80510.6721 41 11.7811.080144.11Infin 10.9701 0.4531NonLiq
2 14.7510.83510.6871 41 11.7811.080144.1 Ilnfin 10.9691 0.4601NonLiq
2 15.2510.86510.7011 41 11.7811.080144.11Infin 10.9681 0.4661NonLiq
2115.7510.89510.7161 41 11.7811.080144.11Infin 10.9671 0.4721NonLiq
2116.2510.92510.7301 41 11.7811.080144.11Infin 10.9661 0.477INonLiq
2116.7510.95510.7441 41 11.7811.080144.1I1nfin 10.9651 0.4831NonLiq
3/17.2510.985/0.7591 35 11.6511.080137.71Infin 10.9641 0.4881NonLiq
\1/0....
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6135.7512.10211.2991 27 11.4711.080129.3 I 0.40410.8861 0.5591 0.93
6136.2512.13211.3131 27 11.4711.080129.310.40410.88210.55910.93
6136.7512.16211.3281 27 11.4711.080129.3 I 0.40410.8781 0.5581 0.93
6137.2512.19211.3421 27 11.4711.080129.310.40410.87410.55710.93
6137.7512.22211.3571 27 11.4711.080129.310.40410.87110.55610.93
7 138.2512.25211.3711 40 11.7611.080143.0 Ilnfin 10.8661 0.5551NonLiq
7 138.7512.28211.3861 40 11.7611.080143.0 IInfin 10.8621 0.5541NonLiq
7139.2512.31211.4001 40 11.7611.080143.0 IInfin 10.8581 0.5531NonLiq
7/39.7512.34211.4141 40 11.7611.080143.0 IInfin 10.8541 0.5521NonLiq
7140.2512.37311.4291 40 11.7611.080143.0 IInfin 10.8491 0.5501NonLiq
7140.7512.40311.4431 40 11.7611.080143.0 Ilnfin 10.8451 0.5491NonLiq
7141.2512.43311.4581 40 11.7611.080143.0 Ilnfin 10.8401 0.5471NonLiq
7141.7512.46311.4721 40 11.7611.080143.0 IInfin 10.8361 0.5451NonLiq
7 142.2512.49311.4861 40 11.7611.080143.0 Ilnfin 10.8311 0.5441NonLiq
7 142.751 2.52311.5011 40 11.7611.080143.0 Ilnfin 10.8261 0.5421NonLiq
7143.2512.55311.5151 40 11.7611.080143.0 Ilnfin 10.8221 0.5401NonLiq
NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY
File Name: CPT-08.0UT
PAGE 3
1 CALc.1 TOTALI EFF. IFIELD 1 FC 1 1 CORR.ILlQUE.1 IINDUG.lLlQUE.
SOIL! DEPTHISTRESSISTRESSI N IDEL TAl C I(N1 )60IRESISTI r ISTRESSISAFETY
NO.1 (ft) I (tsf)1 (tsf)I(B/ft)IN1_601 N I(BIft)1 RATIOI d 1 RATIOIFACTOR
----+------+------+------+------+-----+-----+--~---+------+-----+------+------
7143.7512.58311.5301 40 11.7611.080143.0 Ilnfin 10.8171 0.5381NonLiq
7144.2512.61311.5441 40 11.7611.080143.0 Ilnfin 10.8121 0.5361NonLiq
7144.7512.64311.5581 40 11.7611.080143.0 Ilnfin 10.8071 0.5341NonLiq
7145.2512.67311.5731 40 11.7611.080143.0 Ilnfin 10.8021 0.5311NonLiq
7145.7512.70311.5871 40 11.7611.080143.0 IInfin 10.7971 0.5291NonLiq
7146.2512.73311.6021 40 11.7611.080143.0 Ilnfin 10.7921 0.5271NonLiq
7146.7512.76311.6161 40 11.7611.080143.0 IInfin 10.7871 0.5241NonLiq
7 147.2512.79311.6301 40 11.7611.080143.0 IInfin 10.7821 0.5221NonLiq
7147.7512.82311.6451 40 11.7611.080143.0 Ilnfin 10.7761 0.5201NonLiq
7148.2512.85311.6591 40 11.7611.080143.0 IInfin 10.7711 0.5171NonLiq
7148.7512.88311.6741 40 11.7611.080143.0 Ilnfin 10.7661 0.5151NonLiq
7149.2512.91311.6881 40 11.7611.080143.0 Ilnfin 10.7611 0.5121NonLiq
7149.7512.94311.7021 40 11.7611.080143.0 Ilnfin 10.7561 0.5101NonLiq
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APPENDIX
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APPENDIX E
RECOMMENDED GRADING SPECIFICATIONS
FOR
TEMECULA LANE RESIDENTIAL DEVELOPMENT
LOMA LINDA ROAD and TEMECULA LANE
CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA
PROJECT NO. 20159-12-01
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1.1.
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2.1.
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2.2.
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2.3.
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RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the proj ect prepared by Geocon Incorporated. The recom-
mendations contained in the text of the Geotechnical Report are a part of the earthwork and
grading specifications and shall supersede the provisions contained hereinafter in the case
of conflict.
Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be
employed for the purpose of observing earthwork procedures and testing the fills for
substantia] conformance with the recommendations of the Geotechnical Report and these
specifications. It will be necessary that the Consultant provide adequate testing and
observation services so that he may determine that, in his opinion, the work was performed
in substantial conformance with these specifications. It shall be the responsibility of the
Contractor to assist the Consultant and keep him apprised of work schedules and changes
so that personnel may be scheduled accordingly.
It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance 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 materials, poor moisture
condition, inadequate compaction, adverse weather, and so forth, result in a quality of work
not in conformance with these specifications, the Consultant will be empowered to reject
the work and recommend to the Owner that construction be :;topped until the unacceptable
conditions are corrected.
2,
DEFINITIONS
Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with the Contractor to have grading
performed.
Contractor shall refer to the Contractor performing the site grading work.
Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and verifying
as-graded topography.
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Consultant shall refer to the soil engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner,
who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to ob,erve and test the Contractor's
work for conformance with these specifications.
Engineering Geologist shall refer to a California licensed Engineering Geologist retained
by the Owner to provide geologic observations and recommendations during the site
grading.
Geotechnical Report shall refer to a soil report (including all addenda) which may include
a geologic reconnaissance or geologic investigation that was prepared specifically for the
development of the project for which these Recommended Grading Specifications are
intended to apply.
3. MATERIALS
Materials for compacted fill shall consist of any soil excavated from the cut areas or
imported to the site that, in the opinion of the Consultant, is suitable for use in construction
of fills. In general, fill materials can be classified as soil Jills, soil-rock fills or rock fills, as
defined below.
3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than I 2
inches in maximum dimension and containing at least 40 percent by weight of
material smaller than 3/4 inch in size.
3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and containing a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock fragments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defined as
material smaller than 3/4 inch in maximum dimension. The quantity of fines shall
be less than approximately 20 percent of the rock fill quantity.
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Material of a perishable, spongy, or otherwise unsuitable nature as determined by the
Consultant shall not be used in fills.
Materials used for fill, either imported or on-site, shall not contain hazardous materials as
defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall
not be responsible for the identification or analysis of the potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to
suspect the presence of hazardous materials, the Consultant may request from the Owner
the termination of grading operations within the affected area. Prior to resuming grading
operations, the Owner shall provide a written report to the Consultant indicating that the
suspected materials are not hazardous as defined by applicable laws and regulations.
The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
the slope face, provided that the slope is not steeper than 2: 1 (horizontal:vertical) and a soil
layer no thicker than 12 inches is track-walked onto the face for I andscaping purposes.
This procedure may be utilized, provided it is acceptable to the governing agency, Owner
and Consultant.
Representative samples of soil materials to be used for fill shall be tested in the laboratory
by the Consultant to determine the maximum density, optimum n10isture content, and,
where appropriate, shear strength, expansion, and gradation characteristics of the soil.
During grading, soil or groundwater conditions other than those identified in the
Geoteclmical Report may be encountered by the Contractor. The Consultant shall be
notified immediately to evaluate the significance of the unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
Areas to be excavated and filled shall be cleared and grubbed. Clearing shall eonsist of
complete removal above the ground surface of trees, stumps, brush, vegetation, man-made
structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet
below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to
provide suitable fill materials.
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Any asphalt pavement material removed during clearing operations should be properly
disposed at an approved off-site facility. Concrete fragments which are free ofreinforcing
steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3
of this document.
After clearing and grubbing of organic matter or other unsuitable material, loose or porous
soils shall be removed to the depth recommended in the Geotechnical Report. The depth of
removal and compaction shall be observed and approved by a representative of the
Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of
6 inches and until the surface is free from uneven features that would tend to prevent
uniform compaction by the equipment to be used.
Where the s lope ratio of the original ground i s steepel' than 6:1 (horizontal:vertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
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Finish Grade
Original Ground
I Finish Slope Surface
Remove All
Unsuitable Material
As Recommended By
Soil Engineer
Slope To Be Such That
Sloughing Or Sliding
Does Not Occur
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Varies
see:J
1_ "B"
See Note 1
No Scale
DETAIL NOTES:
(I) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to
pemut complete coverage with the compaction equipment used. The base of the
key should be graded horizontal, or inclined slightly into the natural slope.
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(2) The outside of the bottom key should be below the topsoil or unsuitable surficial
material and at least 2 feet into dense formational material. Where hard rock is
exposed in the bottom of the key, the depth and configuration of the key may be
modified as approved by the Consultant.
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5.2.
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After areas to receive fill have been cleared, plowed 0 r 3 c:arified, the surface should be
disced or bladed by the Contractor until it is uniform and free from large clods. The area
should then be moisture conditioned to achieve the proper moisture content, and compacted
as recommended in Section 6.0 ofthese specifications.
5. COMPACTION EQUIPMENT
Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
whcdedrollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of
acceptable compaction equipment. Equipment shall be of such a design that it will be
capable of compacting the soil or soil-rock fill to the speeiJied relative compaction at the
specified moisture content.
Compaction of rock fills shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
Soil fill, as deJined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with
the following recommendations:
6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a unit in nearly level lifts.
Rock materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM Dl557-00.
6.1.3. When the moisture content of soil fill is below tha, specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
speciJied.
6.1.4. When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Contractor by blading/mixing, or other satisfactory methods until the moisture
content is within the range specified.
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6.2.
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6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place
dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance with ASTM DI557-00. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so that
the specified minimum relative compaction has been achieved throughout the
entire fill.
6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at
least 3 feet below finish pad grade and should be compacted at a moisture content
generally 2 to 4 percent greater than the optimum moisture content for the material.
6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To
achieve proper compaction, it is recommended that fill slopes be over-built by at
least 3 feet and then cut to the design grade. This procedure is considered
preferable to track-walking of slopes, as described in the following paragraph.
6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height
intervals. Upon completion, slopes should then be track-walked with a D-8 dozer
or similar equipment, such that a dozer track covers all slope surfaces at least
twice.
Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance
with the following recommendations:
6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be
incorporated into the compacted soil fill, but shall be limited to the area measured
15 feet minimum horizontally from the slope face and 5 feet below finish grade or
3 feet below the deepest utility, whichever is deeper.
6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be
individually placed or placed in windrows. Under certain conditions, rocks or rock
fragments up to 10 feet in maximum dimension may be placed using similar
methods. The acceptability of placing rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
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6.2.3. For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment.
6.2.4. For windrow placement, the rocks should be placed in trenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and 4
feet deep in maximum dimension. The voids around and beneath rocks should be
filled with approved granular soil having a Sand Equiva]ent of 30 or greater and
should be compacted by flooding. Windrows may also be placed utilizing an
"open-face" method in lieu of the trench procedure, however, this method should
first be approved by the Consultant.
6.2.5. Windrows should generally be parallel to each other and may be placed either
parallel to or perpendicular to the face of the slope depending on the site
geometry. The minimum horizontal spacing for windrows shall be ]2 feet
center-to-center with a 5-foot stagger or offset from lower course1: to next
overlying course. The minimum vertical spacing between windrow courses shall
be 2 feet from the top of a lower windrow to the bottom of the next higher
windrow.
6.2.6. All rock placement, fill placement and flooding of approved granular soil in the
windrows must be continuously observed by the Consultant or his representative.
Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with
the following recommendations:
6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of2
percent, maximum slope of 5 percent). The surf:lce shall slope toward suitable
subdrainage outlet facilities. The rock fills shall be provided with subdrains during
construction so that a hydrostatic pressure buildup does not develop. The
subdrains shall be permanently connected to controlled drainage facilities to
control post-construction infiltration of water.
6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock
trucks traversing previously placed lifts and dumping at the edge of the currently
placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water trucks traversing in front of the cummt rock lift face and spraying
water continuously during rock placement. Compaction equipment with
compactive energy comparable to or greater than that of a 20-ton steel vibratory
roller or other compaction equipment providing suitable energy to achieve the
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required compaction or deflection as recommended in Paragraph 6.3.3 shall be
utilized. The number of passes to be made will be determined as described in
Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional
rock fill lifts will be permitted over the soil fill.
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6.3.3. Plate bearing tests, in accordance with ASTM OJ 196-93, may be performed in
both the compacted soil fill and in the rock fill to aid in determining the number of
passes of the compaction equipment to be performed. If performed, a minimum of
three plate bearing tests shall be perfomled in the properly compacted soil fill
(minimum relative compaction of 90 percent). Plate bearing tests shall then be
performed on areas of rock fill having two passes, four passes and six passes of the
compaction equipment, respectively. The number of passes required for the rock
fill shall be determined by comparing the results of the plate bearing tests for the
soil fill and the rock fill and by evaluating the defleetion variation with number of
passes. The required number of passes of the compaction equipment will be
performed as necessary until the plate bearing deflections are equal to or less than
that determined for the properly compacted soil fill. In no case will the required
number of passes be less than two.
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6.3.4. A representative of the Consultant shall be present during rock fill operations to
verify that the minimum number of "passes" have been obtained, that water is
being properly applied and that specified procedures are being followed. The
actual number of plate bearing tests will be detennined by. the Consultant during
grading. In general, at least one test should be performed for each approximately
5,000 to 10,000 cubic yards of rock fill placed.
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6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that,
in his opinion, sufficient water is present and that voids between large rocks are
properly filled with smaller rock material. In-place density testing will not be
required in the rock fills.
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6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil
fill material, a 2-foot layer of graded filter material shall be placed above the
uppermost lift of rock fill. The need to place graded filter material below the rock
should be determined by the Consultant prior 10 commencing grading. The
gradation of the graded filter material will be detennined at the time the rock fill is
being excavated. Materials typical of the rock fill should be submitted to the
Consultant in a timely manner, to allow design of the graded filter prior to the
commencement of rock fill placement.
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7.4.
6.3.7. All rock fill placement shall be continuously observed during placement by
representatives of the Consultant.
7. OBSERVATION AND TESTING
The Consultant shall be the Owners representative to observe and perform tests during
clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in
vertical elevation of soil or soil-rock fill shall be placed without at least one field density
test being performed within that interval. In addition, a minimum of one field density test
shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
The Consultant shall perform random field density tests of the compacted soil or soil-rock
fill to provide a basis for expressing an opinion as to whether the fill material is compacted
as specified. Density tests shall be performed in the compacted materials below any
disturbed surface. When these tests indicate that the density of any layer of fill or portion
thereof is below that specified, the particular layer or areas represented by the test shall be
reworked until the specified density has been achieved.
During placement of rock fill, the Consultant shall verifv that t he minimum number of
passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall
request the excavation of observation pits and may perform plate bearing tests on the
placed rock fills. The observation pits will be excavated to provide a basis for expressing
an opinion as to whether the rock fill is properly seated and sufficient moisture has been
applied to the material. If performed, plate bearing tests will be performed randomly on
the surface ofthe most-recently placed lift. Plate bearing tests will be performed to provide
a basis for expressing an opinion as to whether the rock fill is adequately seated. The
maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the
maximum deflection of the properly compacted soil fill. When any of the above criteria
indicate that a layer of rock fill or any portion thereof is below that specified, the affected
layer or area shall be reworked until the rock fill has been adequately seated and sufficient
moisture applied.
A settlement monitoring program designed by the Consultant may be conducted in areas of
rock fill placement. The specific design of the monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
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The Consultant shall observe the placement of subdrains, to verifY that the drainage devices
have been placed and constructed in substantial conformance with project specifications.
Testing procedures shall conform to the following Standards as appropriate:
7.6.1. Soil and Soil-Rock Fills:
7.6.1.1. Field Density Test, ASTM Dl556-00, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-96, Density of Soil and
Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth).
7.6.1.3. Laboratory Compaction Test, ASTM DI557-00, Moisture-Density
Relations of Soils and Soil-Aggregate Mixtures Using IO-Pound Hammer
and l8-Inch Drop.
7.6.1.4. Expansion Index Test, ASTM D4829-95, Expansion Index Test.
7.6.2. Rock Fills
7.6.2.1. Field Plate Bearing Test, ASTM Dl196-93 (Reapproved 1997) Standard
Method for Nonreparative Static Plate Load Tests of Soils and Flexible
Pavement Components, For Use in Evaluation and Design of Airport and
Highway Pavements.
8. PROTECTION OF WORK
During construction, the Contractor shall properly grade all excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
controlled to avoid damage to adjoining properties or to finished work on the site. The
Contractor shall take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion control features have been installed. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or structures.
After completion of grading as observed and tested by the Consultant, no further
excavation or filling shall be conducted except in conjunction with the services of the
Consultant.
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9. CERTIFICATIONS AND FINAL REPORTS
Upon completion of the work, Contractor shall furnish Owner a certification by the Civil
Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of
elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot
horizontally of the positions shown on the grading plans. After installation of a section of
subdrain, the project Civil Engineer should survey its location and prepare an as-built plan
of the subdrain location. The project Civil Engineer should verify the proper outlet for the
subdrains and the Contractor should ensure that the drain system is free of obstructions.
The Owner is responsible for furnishing a final as-graded soil and geologic report
satisfactory to the appropriate governing or accepting agencies. The as-graded report
should be prepared and signed by a California licensed Civil Engineer experienced in
geotechnical engineering and by a California Certified Engineering Geologist, indicating
that the geotechnical aspects of the grading were performed in substantial conformance
with the Specifications or approved changes to the Specifications.
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