HomeMy WebLinkAbout3873; Home Plant Lift Station Sewer Pipeline Replacement; Geotechnical Evaluation; 2008-03-05Geotechnical and Environmental Sciences Consultants
c
r
ta
GEOTECHNICAL EVALUATION
HOME PLANT LIFT STATION
SEWER PIPELINE REPLACEMENT
CARLSBAD, CALIFORNIA
PREPARED FOR:
Boyle Engineering
7807 Convoy Court, Suite 200
San Diego, California 92111
r
kta
rL
PREPARED BY:
Ninyo & Moore
Geotechnical and Environmental Sciences Consultants
5710RuffinRoad
San Diego, California 92123
E
I
t
March 5, 2008
(Revised December 8, 2008)
Project No. 106275001
5710 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Rancho Cucamonga • Los Angeles • Oakland • Las Vegas • Phoenix • Denver • El Paso • Tucson
Geotechnical and Environmental Sciences Consultants
March 5, 2008
(Revised December 8, 2008)
Project No. 106275001
rfc,
In
c
C
r
Mr. Roman Obzejta
Boyle Engineering
7807 Convoy Court, Suite 200
San Diego, California 92111
Subject: Geotechnical Evaluation
Home Plant Lift Station
Sewer Pipeline Replacement
Carlsbad, California
Dear Mr. Obzejta:
In accordance with your authorization, we have performed a geotechnical evaluation for the
Home Plant Lift Station Sewer Pipeline Replacement project located in the city of Carlsbad,
California. This report presents our geotechnical findings, conclusions, and recommendations
regarding the proposed project. Our report was prepared in accordance with our proposal dated
October 24, 2007.
• t. • u f • u- - - *@^We appreciate the opportunity to be 01 service on this project.
Sincerely,
NINYO & MOORE
Andres Bernal, G.E.
Senior Project Engineer
Ronald D. Hallum, C.E.G
Senior Geologist
Gregory T. Farrand, C.E.G.
Principal Geologist
MJB/RDH/ABS/GTF/ek
Distribution: (5) Addressee
CERTIFIED
ENGINEERING
GEOLOGIST
57 10 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Rancho Cucamonga • Los Angeles • Oakland • Las Vegas • Phoenix • Denver • El Paso • Tucson
c
E
f*I
p
hi Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
P
hi
f TABLE OF CONTENTS
m 1. INTRODUCTION
• 2. SCOPE OF SERVICES 1
F 3. PROJECT AND SITE DESCRIPTION 2
^ 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING 2
p 5. GEOLOGY AND SUBSURFACE CONDITIONS 3
jL 5.1. Regional Geologic Setting 3
5.2. Site Geology 4
P 5.2.1. Fill(Qaf) 4
^ 5.2.2. Topsoil/Colluvium (Col) 4
5.2.3. Terrace Deposits (Qt) 4
IF 5.3. Groundwater 5
|| 5.4. Landsliding 5
6. FAULTING AND SEISMICITY 5p«i 6.1. Ground Rupture 6
*"• 6.2. Ground Shaking 6
6.3. Liquefaction 6
^m
y 7. CONCLUSIONS 7
8. RECOMMENDATIONS 7
j 8.1. Excavation Characteristics 8
™ 8.2. Shoring 8
8.3. Excavation Bottom Stability 9
8.4. Construction Dewatering 10
8.5. Microtunneling and Pipe Jacking 10
8.6. Lateral Pressures for Thrust Blocks 11
s 8.7. Modulus of Soil Reaction 11
** 8.8. Pipe Bedding 12
p 8.9. Trench Backfill 12
I 8.10. Fill Placement and Compaction 13
8.11. Corrosion 14
8.12. Concrete 14
8.13. Pre-Construction Conference 15
8.14. Construction Observation 15
9. LIMITATIONS 15
10. REFERENCES 17
106275001 R Boyle Home Plant Rev doc tyinyo
P"
fe
C
P&.
p.
L
IP
ft
h.
E
ta
r
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
IT Figures
•" Figure 1 - Site Location Map
Figure 2 - Boring Location Map
Figure 3 - Fault Location Map
Figure 4 - Lateral Earth Pressures for Braced Excavation
Figure 5 - Thrust Block Lateral Earth Pressure Diagram
Appendices
Appendix A - Boring Logs
Appendix B - Laboratory Testing
Appendix C - Typical Earthwork Guidelines
106275001 R Boyle Home Plant Rev doc
c
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
1. INTRODUCTION
In accordance with your request and our proposal dated October 24, 2007, we have performed a
geotechnical evaluation for the Home Plant Lift Station Sewer Pipeline Replacement project lo-
cated in Carlsbad, California (Figure 1). The purpose of this study was to evaluate the
geotechnical conditions at the site and provide geotechnical design and construction recommen-
dations for the proposed improvements. This report presents our geotechnical findings,
conclusions, and recommendations regarding the proposed projects.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
f* should be contacted if the reader requires additional information or has questions regarding theIKcontent, interpretations presented, or completeness of this document.
2. SCOPE OF SERVICES
fjy The scope of services for this study included the following:
^ • Reviewing background information including available geotechnical reports, geologic maps,
h, and topographic maps.
p • Performing a geologic reconnaissance of the site.
M
• Visiting the site to mark the boring locations and coordinating with Underground Service
f Alert for utility clearance.
*
• Coordinating with the North County Transit District (NCTD) to obtain encroachment per-
m mits and access to their property for subsurface exploration.
if
• Drilling, logging, and sampling of two exploratory borings with a truck-mounted drilling rig
jp equipped with 8-inch diameter hollow-stem augers. Borings were advanced to depths of up
ll to approximately \9l/2 feet below the existing ground surface.
[
c
Collecting bulk and relatively undisturbed samples of the soils encountered during the per-
formance of the exploratory borings. Samples were then transported to our in-house
geotechnical laboratory for testing.
Performing geotechnical laboratory testing on selected samples. Laboratory testing included
in-situ moisture content and dry density, grain-size analysis, percentage of particles passing
106275001 R Boyle Home Plan, Rev doc
IP
L
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
the No. 200 sieve, Atterberg limits, shear strength, and soil corrosivity (pH, resistivity, chlo-
ride content, and sulfate content).
• Compiling and analyzing the data obtained.
• Preparing this geotechnical report for preliminary design of the proposed improvements.
P 3. PROJECT AND SITE DESCRIPTIONjg
We understand the Home Plant Lift Station Sewer project will consist of replacement of an ap-
^ proximately 1 75 foot long section of an existing 1 5-inch ductile iron pipe. We understand the
jto existing pipeline is distressed, with significant deposits, sagging, and an observed break
P (Krieger & Stewart, 2007). The new sewer will be constructed, largely utilizing trenchless con-
ta struction methods (e.g., jack-and-bore, microtunneling, etc.), parallel to the existing 15-inch
IP sewer. The proposed pipeline will extend from a new manhole to be located southwest of the
!•pump station, beneath the roadway to a new manhole on the east side of Carlsbad Boulevard. We
i understand the existing sewer invert is less than 20 feet in depth, with approximate invert eleva-
ll
tions between 13 and 17 feet above mean sea level (MSL).
pi
•* The project site is located adjacent to and south of the existing Home Plant Lift Station in north-
P"» ern Carlsbad. The existing lift station is located at 2359 Carlsbad Boulevard, on the western side
^* of Carlsbad Boulevard and north of the NCTD railroad tracks. Carlsbad Boulevard in this area is
f> located atop a fill embankment north of an overpass for the NCTD tracks. The area of the new
•> manhole east of Carlsbad Boulevard, at the base of the 8 to 1 5 foot high road embankment, is
p relatively level and is currently occupied by a cul-de-sac off of State Street, and a storage and
y maintenance yard owned by NCTD. Surface elevations along the project alignment range from
P approximately 25 to 40 feet above MSL.
ta
P^ 4. SUBSURFACE EXPLORATION AND LABORATORY TESTING
Our subsurface exploration was conducted on January 24, 2008 and consisted of the excavation,
|^W
^ logging, and sampling of two exploratory borings. The borings were drilled with a
truck-mounted drill rig with an 8-inch diameter continuous-flight, hollow-stem auger. The
106275001 R Boyle Home Plant Rcv.doc
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
P borings were drilled to depths of up to approximately 19'/2 feet below the existing ground sur-
face. The purpose of the exploratory borings was to observe and sample the underlying earth
materials. Relatively undisturbed and bulk samples were obtained from the borings at selected
intervals. The approximate locations of the borings are shown on Figure 2 and the corresponding
jT logs are presented in Appendix A. Borings were backfilled with bentonite and capped with soil.
pi Laboratory testing of samples obtained during our subsurface exploration included an evaluation
fLm of in-situ moisture content and dry density, grain-size analysis, percentage passing the
P No. 200 sieve, Atterberg limits, shear strength, and soil corrosivity (pH, resistivity, chloride con-
^tent, and sulfate content). The laboratory tests were performed at our in-house geotechnical
|R laboratory. The results of the in-situ moisture content and dry density tests are shown at the cor-
M^responding sample depths on the boring logs in Appendix A. The results of the other laboratory
F* tests performed are presented in Appendix B.
In
P
m 5. GEOLOGY AND SUBSURFACE CONDITIONS
Our findings regarding regional and local geology, including faulting and seismicity, landslides, ex-
Py cavatability, and groundwater conditions at the subject site are provided in the following sections.
P
•i 5.1. Regional Geologic Setting
pt The project area is situated in the coastal foothill section of the Peninsular Ranges Geomor-
"» phic Province. This geomorphic province encompasses an area that extends approximately
*• 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip
JL,•B of Baja California (Norris and Webb, 1990). The province varies in width from approxi-
m mately 30 to 100 miles. In general, the province consists of rugged mountains underlain by
Lm Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of the
southern California batholith.c
P"
b
The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault
zones trending roughly northwest. Several of these faults are considered active faults. The
Elsinore, San Jacinto and San Andreas faults are active fault systems located northeast of the
P 10627500] R Boyle Home Plant Rev doc nililUU
«.
Ill Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
* project area and the Agua Blanca-Coronado Bank, San Clemente, Newport-Inglewood, andm
Rose Canyon faults are active faults located west of the project area. Major tectonic activity
C
associated with these and other faults within this regional tectonic framework consists primar-
ily of right-lateral, strike-slip movement. Further discussion of faulting relative to the site is
provided in the Faulting and Seismicity section of this report.
|| 5.2. Site Geology
Geologic units encountered during our subsurface evaluation include fill materials, top-
P^ soil/colluvium and terrace deposits. Generalized descriptions of the earth units encountered
during our subsurface exploration are provided in the subsequent sections. More detailed de-™
|) scriptions are provided on the boring logs in Appendix A.
^ 5.2.1. Fill (Qaf)
Fill material was encountered in exploratory borings B-l and B-2 to depths of approxi-P
|| mately 4% feet and 7 feet below the existing ground surface (bgs), respectively. As
encountered, the fill material generally consisted of dark brown to gray brown, damp to
P|l moist, soft, sandy clay and medium dense, clayey and silty sand with trace (less than
^ 5 percent) gravel, cobbles, and small (less than 2 inches in diameter) pieces of asphalt.
L
5.2.2. Topsoil/Colluvium (Col)
^ Topsoil/colluvium was encountered in exploratory borings B-l and B-2 underlying the fill
materials to depths of approximately 11 feet and 9 feet bgs, respectively. As encountered, this
|W
In material generally consisted of dark brown, damp to moist, very stiff to hard, sandy clay.
|g
5.2.3. Terrace Deposits (Qt)
Quaternary-aged terrace deposits (Tan and Kennedy, 1996) were encountered in ex-
ploratory borings B-l and B-2 underlying topsoil/colluvium and extending to the total
depths explored. Recently these deposits have been remapped as Old Paralic Deposits
(Kennedy and Tan, 2005). As encountered, the deposits generally consisted of light gray
10627500] R Boyle Home Plant Rev doc
:
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
brown and light reddish brown, damp to moist, dense to very dense, silty fine to me-
dium sand, with trace (less than 5 percent) coarse sand and clay.
5.3. Groundwater
Groundwater was not encountered in our exploratory borings. Groundwater levels may fluc-
tuate due to seasonal variations, irrigation, and other factors or be present as perched
groundwater or seepage in some areas. Due to these potential factors, groundwater may be
encountered during construction.
5.4. Landsliding
Based on our review of the original geotechnical evaluation for the site, other published geo-
logic literature, and aerial photographs and our subsurface evaluation, no landslides or
related features underlie or are adjacent to the subject site.
6. FAULTING AND SEISMICITY
f"L Based on our review of referenced geologic maps and stereoscopic aerial photographs, active or
potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last
p
L 11,000 years and 2,000,000 years, respectively) have not been mapped in the site vicinity. The
closest known active fault is the offshore portion of the Rose Canyon fault zone, which is capa-
jL ble of generating an earthquake of magnitude of 7.2 (United States Geological
Survey [USGSJ/California Geological Survey [COS], 2002), located approximately 4 miles west
y of the site (Treiman, 1993).
P The principal seismic hazard considerations at the site are surface ground rupture, ground shak-
ing and seismically induced liquefaction. A brief description of the hazards and the potential for
,; their occurrence on site is presented below.h
106275001 R Boyle Home Plant Rev.doc
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
f"™ 6.1. Ground Rupture
M The probability of damage from surface ground rupture is low due to the lack of known ac-
tive faults underlying the subject site or its vicinity. Surface ground cracking related to
to
shaking from distant events is not considered a significant hazard, although it is a possibility.
p»
6.2. Ground Shakingm
L Based on a Probabilistic Seismic Hazard Assessment for the Western United States, issued
by the USGS/CGS (2002), the project site is located in a zone where the horizontal peak
^ ground acceleration having a 10 percent probability of exceedance in 50 years is 0.30g
(30 percent of the acceleration of gravity) with an estimated vertical peak ground accelera-
^^y tion of 0.20g. The requirements of the governing jurisdictions and the 2007 California
Building Code (CBC) should be considered in the project design.fP*
b.
*- 6.3. Liquefaction
^ Liquefaction is the phenomenon in which loosely deposited, saturated granular soils (located
P- below the water table) with clay contents (particles less than 0.005 mm) of less than
*" 15 percent, liquid limit of less than 35 percent, and natural moisture content greater than
p- 90 percent of the liquid limit undergo rapid loss of shear strength due to development of ex-
'•* cess pore pressure during strong earthquake-induced ground shaking. Ground shaking of
P» sufficient duration results in the loss of grain-to-grain contact due to rapid rise in pore water
*" pressure, and it eventually causes the soil to behave as a fluid for a short period of time.
F Liquefaction is known generally to occur in saturated or near-saturated cohesionless soils at
L depths shallower than 50 feet bgs. Factors known to influence liquefaction potential include
P* composition and thickness of soil layers, grain size, relative density, groundwater level, de-
1^gree of saturation, and both intensity and duration of ground shaking.
P
(b Based on the lack of encountered groundwater to the depths explored (approximately
,«. 19V2 feet) and the density of the fill, topsoil/colluvium, and terrace deposits underlying the
L
J'&106275001 R Boyle Home Plant Rev.doc —«-—-^
c
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
site, it is our opinion that the potential for liquefaction and consequent dynamic settlement to
occur at this site is not a design consideration.
7. CONCLUSIONS
Based on our review of the referenced background data, geologic field reconnaissance, subsurface
evaluation, and laboratory testing, it is our opinion that the proposed construction is feasible from a
geotechnical standpoint, provided that the recommendations of this report are incorporated into the
design and construction of the projects. Geotechnical considerations include the following:
• The on-site materials are expected to be excavatable with conventional heavy-duty earth-
moving equipment in good working condition.
• Although groundwater was not encountered in our exploratory borings, groundwater may be
encountered during construction.
• No active faults are reported underlying or adjacent to the site. The active Rose Canyon fault
zone has been mapped approximately 4 miles west of the site.
• Clayey topsoil/colluvial soils were encountered in both borings. These soils are not consid-
ered suitable for usage as trench zone (intermediate) backfill. The contractor should be
prepared to import soil to the site. Terrace deposits may be reused as trench zone backfill.
• Based on the anticipated invert elevation of the proposed pipeline, it is considered likely that
the jack-and-bore or microtunneling activities will be performed through terrace deposits.
• The project site would be considered corrosive based upon Caltrans criteria.
• Based on the lack of encountered groundwater to the depths explored and the consistency of
the fill, topsoil/colluvium, and terrace deposits underlying the site, it is our opinion that the
potential for liquefaction and consequent dynamic settlement to occur at this site is not a de-
sign consideration.
8. RECOMMENDATIONS
|g The following sections include our geotechnical recommendations for the design and construc-
tion of the proposed sewer pipelines. These recommendations are based on our evaluation of the
|i site geotechnical conditions and our understanding of the planned construction. We recommend
that the site earthwork and construction be performed in accordance with the following recom-
L
|W 106275001 R Boyle Home Plant Rev doc 7 JWI/IUU
to
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
f* mendations, the applicable requirements of governing agencies, and the Typical Earthwork
Guidelines included in Appendix C. In the event there are conflicting earthwork specifications
^ between applicable standards and the following recommendations, we recommend that the more
k.stringent requirements be followed.
tm
8.1. Excavation Characteristics
,f For temporary open excavations, such as open trench areas or access pits, we recommend
that the following Occupational Safety and Health Administration (OSHA) soil classifica-
P»
i tions be used:
^ Fill, Topsoil/Colluvium, Terrace Deposits Type C
fa
Upon making the excavations, the soil classifications and excavation performance should be
ta evaluated in the field by the geotechnical consultant in accordance with OSHA. Temporary
excavations should be constructed in accordance with OSHA recommendations. For trench
M excavations, OSHA requirements regarding personnel safety should be met using appropri-
i^ ate shoring (including trench boxes) or by laying back the slopes to no steeper than 1.5:1
*M (horizontal to vertical).
Temporary excavations that encounter seepage may be shored or stabilized by placing sand-
IM
bags or gravel along the base of the seepage zone. Excavations close to or below the
<P»groundwater (before or after dewatering) may encounter wet and loose or soft ground condi-
tions. Wet soils may be subject to pumping under heavy equipment loads. On-site safety of
L personnel is the responsibility of the contractor.
C
C
8.2. Shoring
It is anticipated that the sewer pipeline will be installed with trenchless methods. We antici-
pate that shoring systems with bracings will be installed for the jacking and receiving pits as well
as for trenches over 4 feet deep. Shoring systems will be constructed through fill, top-
soil/colluvium, and terrace deposit materials. The shoring system should be designed using
106275001 R Boyle Home Plant Rev doc &Jv/ftt/O
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
** the lateral earth pressures shown on Figure 4. The recommended design pressures are based
on the assumptions that the shoring system is constructed without raising the ground surface
^" elevation behind the sheet piles, that there are no surcharge loads, such as soil stockpiles and
Im construction materials, and that no loads act above a 1:1 (horizontal to vertical) plane ex-
tending up and back from the base of the sheet pile system. The contractor should include
t»
the effect of any surcharge loads on the lateral pressures against the sheet pile wall. Shoring
systems should be watertight, especially if a slurry microtunneling method is selected.
"~ We anticipate that settlement of the ground surface will occur behind the shoring wall during
"* excavation. The amount of settlement depends heavily on the type of shoring system, the
*•• shoring contractor's workmanship, and soil conditions. We recommend that struc-
tures/improvements in the vicinity of the planned shoring installation be reviewed with
I"" regard to foundation support and tolerance to settlement. To reduce the potential for distress
to adjacent improvements, we recommend that the shoring system be designed to reduce the
""* ground settlement behind the shoring system to Vz inch or less. Possible causes of settlement
that should be addressed include settlement during shoring installation, excavations, con-
*"" struction vibrations, dewatering, and removal of the support system.
„., It is not the intent of this report to provide a detailed shoring plan. Based on the method of
IH installation, the contractor should retain a qualified and experienced engineer to design the
p» shoring system, evaluate the adequacy of these parameters and provide modifications for the
*• design. Shoring plans should be reviewed by the district design engineer. We recommend
pn that the contractor take appropriate measures to protect workers. OSHA requirements per-
• taining to worker safety should be observed.
8.3. Excavation Bottom Stability
P In general, we anticipate that the bottom of the excavations will be stable and should provide
|g suitable support to the proposed improvements. Excavations that are close to or below the
P water table (if encountered) may be unstable. In general, unstable bottom conditions may be
mitigated by overexcavating the excavation bottom to suitable depths and replacing with
F ,0627500, RBoy,eHon,e Plan, Rev doc '&
ta
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
f* compacted fill. Recommendations for stabilizing excavation bottoms should be based on
evaluation in the field by the geotechnical consultant at the time of construction.
IP
H
8.4. Construction Dewatering
p«i Groundwater was not encountered in our exploratory borings. However, significant fluctua-
tions in the groundwater level may occur. Dewatering measures during excavation
p»
; operations (if necessary) should be prepared by the contractor's engineer and reviewed by
the district design engineer. Considerations for construction dewatering should include an-
(W*
^ ticipated drawdown, volume of pumping, potential for settlement, and groundwater
discharge. Disposal of groundwater should be performed in accordance with guidelines of
y the Regional Water Quality Control Board.
^*
Ita 8.5. Microtunneling and Pipe Jacking
*• We understand microtunneling or jack-and-bore methods may be used for the pipeline sec-
fc» tion beneath Carlsbad Boulevard. We anticipate that the potential micro tunnel or jack-and-
P* bore pipeline segment located beneath Carlsbad Boulevard will be approximately
k* 120 lineal feet in length. The invert elevation of the pipeline is not known at this time, but is
*• anticipated to be at approximate elevations varying between 13 and 17 feet above MSL.
IH
Dense to very sand is expected to be encountered at the anticipated elevations of the pro-
pi"
^ posed micro tunnel or jack-and-bore segment of the pipeline. The contractor should take
appropriate measures to reduce the loss of material at the drilling or casing head. Pipe fric-
tion can be reduced by over drilling, excavating a slightly larger diameter than the pipe size,
and by using drilling mud or other lubricants. We recommend that an experienced specialty
|§ contractor be used for the micro tunnel or jack-and-bore operations.
c
[
The terrace deposit materials that will be encountered during the construction are expected
to have unconfined compressive strengths varying from zero pounds per square inch (psi) to
approximately 20 psi. These estimates are for the sand layers that make up the majority of
106275001 R Boyle Home Plant Rev doc 1 Q
IP
in
r
i.
Sewer Pipeline Replacement
Carlsbad, California
Revised December 8, 2008
Project No. 106275001
the unit. However, resistant cobbles and gravel may be encountered which may result in dif-
ficult drilling or jacking conditions.
Due to the depth of the proposed pipeline, settlement is not anticipated to impact surface
improvements and underground utilities, provided an experienced contractor performs the
work. However, we recommend that settlement monuments be placed on the street section
and other improvements in the vicinity of the pipeline. Settlement monuments should be
monitored during construction and for one month after completion.
In order to evaluate the load factors on the proposed pipeline, the loading presented in the fol-
lowing table should be used. This load includes the embankment fill for Carlsbad Boulevard.
Table 1 - Loading on Trenchless Segment of Pipeline
Approximate Depth from Existing
Ground Surface to Top of Pipeline
(feet)
5
10
15
20
25
Load on Pipeline
(pounds/lineal foot of pipe)
775
1,275
1,600
1,800
1,900
Notes:
Linear interpolation may be used to obtain loading between the depths shown. Loading assumes 36-inch sleeve diameter
of the trenchless section. Loading may need to be modified for different sleeve sizes.
m
m
ta
8.6. Lateral Pressures for Thrust Blocks
Thrust restraint for buried pipelines may be achieved by transferring the thrust force to the soil
outside the pipe through a thrust block. Thrust blocks may be designed using the lateral pas-
sive earth pressures presented on Figure 5. Thrust blocks should be backfilled with granular
backfill material, and compacted in accordance with recommendations presented in this report.
8.7. Modulus of Soil Reaction
We anticipate some trenching will be used on this project. The modulus of soil reaction is used
to characterize the stiffness of soil backfill placed at the sides of buried flexible pipelines for
106275001 R Boyle Home Plant Rev doc 11
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
I* the purpose of evaluating deflection caused by the weight of the backfill above the pipe. For
pipelines constructed in granular fill, topsoil/colluvium, and terrace deposit materials, we rec-
P ommend that a modulus of soil reaction of 1,000 psi be used for design, provided that
granular bedding material is placed adjacent to the pipe, as recommended in this report.
b
8.8. Pipe Bedding
Pjy We recommend that pipes in open excavations be supported on 6 inches or more of granular
bedding material such as sand with a Sand Equivalent value of 30 or more. Bedding material
|g should be placed around the pipe and 12 inches or more above the top of the pipe in accor-
dance with the most recent edition of the Standard Specifications for Public Works
|g Construction ("Greenbook"). We do not recommend the use of crushed rock as bedding mate-
rial. It has been our experience that the voids within a crushed rock material are sufficiently
y large to allow fines to migrate into the voids, thereby creating the potential for sinkholes and
depressions to develop at the ground surface. Where wet and loose or soft soil conditions are
•i encountered, the trench excavation should be extended to approximately 1 foot or more below
_ the pipe invert elevation and should be backfilled with gravel wrapped in filter fabric.
Special care should be taken to prevent voids beneath and around the pipe. Compaction of
the bedding material and backfill should proceed up both sides of the pipe. Trench backfill,mi
including bedding material, should be placed in accordance with the recommendations pre-
sented in Section 8.9.M
HP
m 8.9. Trench Backfill
Fill material, including trench backfill and structure backfill, should consist of granular soil
|g with low expansion potential that conforms to the latest edition of the Standard Specifica-
tions for Public Works Construction ("Greenbook") for structure backfill. The clayey~
In topsoil/colluvial materials are not considered suitable for usage as trench zone (intermediate)
p, backfill. The contractor should be prepared to import soil to the site. The sandy terrace de-
«g posit materials are considered suitable for re-use as structural fill material. Fill material
.p, should be comprised of low-expansion-potential granular soil and should be free of trash,
106275001 R Boyle Home Plant Rev doc J2 mm*mmmmM*f&
inn Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
p
C
[
[
E
C
I
L
C
C
debris, roots, vegetation, or deleterious materials. Fill should generally be free of rocks or
hard lumps of material in excess of 4 inches in diameter. Rocks or hard lumps larger than
about 4 inches in diameter should be broken into smaller pieces or should be removed from
the site. Wet materials generated from on-site excavations should be aerated to a moisture
content near the laboratory optimum to allow compaction.
On-site clayey and organic soils encountered during excavation should be selectively re-
moved and stockpiled separately. The clayey and organic soils are not considered suitable
|P for bedding material or structural fill and should be disposed of off site.
k
Imported materials should consist of clean, granular materials with a low expansion potential,
corresponding to an expansion index of 50 or less as evaluated in accordance with the Uni-
form Building Code Standard 18-2. The corrosion potential of proposed imported soils should
also be evaluated if structures will be in contact with the imported soils. Import material
should be submitted to the geotechnical consultant for review prior to importing to the site.
The contractor should be responsible for the uniformity of import material brought to the site.
8.10. Fill Placement and Compaction
Fill, structure backfill, and trench backfill should be compacted in horizontal lifts to a rela-
tive compaction of 90 percent or more as evaluated by the latest edition of the American
Society for Testing and Materials (ASTM) D 1557. Aggregate base and the upper 12 inches
of subgrade beneath pavement areas should be compacted to a relative compaction of
95 percent or more. Fill soils should be placed at or above the laboratory optimum moisture
content as evaluated by the latest edition of ASTM D 1557. The optimum lift thickness of
fill will depend on the type of compaction equipment used, but generally should not exceed
8 inches in loose thickness. Special care should be taken to avoid pipe damage when com-
pacting trench backfill above the pipe.
t&106275001RBoyleHomePlantRev.doc ]J " "
p
Ig Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
P
m
c
:
c
C
8.11. Corrosion
Laboratory testing was performed on a representative sample of the on-site earth materials to
evaluate pH and electrical resistivity, as well as chloride and sulfate contents. The pH and
electrical resistivity tests were performed in accordance with California Test (CT) 643 and
the sulfate and chloride content tests were performed in accordance with CT417 and
CT 422, respectively. These laboratory test results are presented in Appendix B.
The results of the corrosivity testing indicated an electrical resistivity of 220 ohm-cm, a soil
pH of 7.6, a chloride content of 1,725 parts per million (ppm), and a sulfate content of
0.060 percent (i.e., 600 ppm). Based on the Caltrans corrosion (2003) criteria, the on-site
soils would be classified as corrosive, which is defined as soils with more than 500 ppm
chlorides, more than 0.2 percent sulfates, or a pH less than 5.5.
Due to the potential variability of soils, we recommend that corrosion protection for im-
provements in contact with site soils be designed by a corrosion engineer. The water-soluble
sulfate content test results are addressed in the following section of this report.
• 8.12. Concrete
f" Concrete in contact with soil or water that contains high concentrations of water-soluble sul-
** fates can be subject to premature chemical and/or physical deterioration. The soil sample
f» tested in this evaluation indicated a water-soluble sulfate content of 0.060 percent by weight
™ (i.e., about 600 ppm). According to the American Concrete Institute 318-05 building code,
P the potential for sulfate attack is negligible for water-soluble sulfate contents in soils ranging
^from about 0.00 to 0.10 percent by weight (0 to 1,000 ppm). Therefore, the site soils may be
f" considered to have a negligible potential for sulfate attack. However, due to the potentialy
variability of site soils, consideration should be given to using Type V cement and concrete
f* with a water-cement ratio no higher than 0.45 by weight for normal weight aggregate con-jy
crete and a 28-day compressive strength of 4,500 psi or more for the project.
106275001 R Boyle Home Plant Rev doc ] 4
c• Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
P
*
E 8.13. Pre-Construction Conference
We recommend that a pre-construction conference be held. The owner and/or their represen-
tative, the governing agencies' representatives, the civil engineer, Ninyo & Moore, and the
contractor should be in attendance to discuss the plans and the project.
8.14. Construction Observation
The conclusions and recommendations presented in this report are based on analysis of ob-
served conditions encountered in our exploratory borings. If conditions are found to vary
from those described in this report, Ninyo & Moore should be notified, and additional rec-
ommendations will be provided upon request. Ninyo & Moore should review the project
drawings and specifications prior to the commencement of construction. Ninyo & Moore
should perform the needed observation and testing services during construction operations.
The recommendations provided in this report are based on the assumption that
i Ninyo & Moore will provide geotechnical observation and testing services during construc-
tion. In the event that it is decided not to utilize the services of Ninyo & Moore during
p*I construction, we request that the selected consultant provide the client with a letter (with a
copy to Ninyo & Moore) indicating that they fully understand Ninyo & Moore's recommen-
L dations, and that they are in full agreement with the design parameters and recommendations
contained in this report. Construction of proposed improvements should be performed by
C
qualified subcontractors utilizing appropriate techniques and construction materials.
9. LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical
report have been conducted in general accordance with current practice and the standard of care
P exercised by geotechnical consultants performing similar tasks in the project area. No warranty,
kg
expressed or implied, is made regarding the conclusions, recommendations, and opinions pre-
P sented in this report. There is no evaluation detailed enough to reveal every subsurface condition.
Variations may exist and conditions not observed or described in this report may be encountered
C
E
106275001 R Boyle Home Plant Rev.doc 1 c tyinyo
c
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
P during construction. Uncertainties relative to subsurface conditions can be reduced through addi-
tional subsurface exploration. Additional subsurface evaluation will be performed upon request.
r Please also note that our evaluation was limited to assessment of the geotechnical aspects of the
project, and did not include evaluation of structural issues, environmental concerns, or the pres-
L ence of hazardous materials.
p This document is intended to be used only in its entirety. No portion of the document, by itself, is
™ designed to completely represent any aspect of the project described herein. Ninyo & Moore
P should be contacted if the reader requires additional information or has questions regarding theL
content, interpretations presented, or completeness of this document.
Id This report is intended for design purposes only. It does not provide sufficient data to prepare an
accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per-
il form an independent evaluation of the subsurface conditions in the project areas. The independent
evaluations may include, but not be limited to, review of other geotechnical reports prepared for
Ii the adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
t Our conclusions, recommendations, and opinions are based on an analysis of the observed site
conditions. If geotechnical conditions different from those described in this report are encountered,
i our office should be notified and additional recommendations, if warranted, will be provided upon
request. It should be understood that the conditions of a site could change with time as a result of
"± natural processes or the activities of man at the subject site or nearby sites. In addition, changes to
the applicable laws, regulations, codes, and standards of practice may occur due to government ac-
tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which Ninyo & Moore has no control.
This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu-
sions, and/or recommendations of this report by parties other than the client is undertaken at said
parties' sole risk.
L
106275001 R Boyle Home Plant Rev doc 1 g
C
C
r
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
IF 10. REFERENCES
fa
American Concrete Institute (ACI), 2005, ACI 318-05 Building Code Requirements for Struc-
P tural Concrete and Commentary.
California Building Standards Commission, 2007, California Building Code, Title 24, Part 2,
Volumes 1 and 2.
California Geological Survey (CGS), 1998, Maps of Known Active Fault Near-Source Zones in Cali-
_ fornia and Adjacent Portions of Nevada: International Conference of Building Officials.~
Hi California Geological Survey, 1999, Seismic Shaking Hazards Maps of California: Map Sheet 48.
IP Caltrans, 2003, Corrosion Guidelines: dated September.
I,International Code Council, Inc. (ICCI), 2006, International Building Code.
r Kennedy, M.P., and Tan, S.S., 2005, Geologic Map of the San Diego 30' x 60' Quadrangle,
"i California, Scale 1:100,000.
^ Krieger & Stewart, Incorporated, 2007, Draft City of Carlsbad Preliminary Design Report for the
li CIP Sewer Projects, Evaluation of Rehabilitating Existing Sewers (Project Nos. 1
through 12), dated October.
p
j^ Ninyo & Moore, In-house proprietary information.
Norris, R.M., and Webb, R.W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc.
fci Public Works Standards, Inc., 2006, "Greenbook," Standard Specifications for Public Works Construction.
p» Tan, S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego
|g County, California; California Geological Survey, Open File Report 96-02.
Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Geological Sur-
L vey, Open-File Report 93-02.
United States Department of the Interior, Bureau of Reclamation, 1998, Engineering Geology
f* Field Manual.
to
United States Geological Survey (USGS), 1968 (Photorevised 1975), San Luis Rey Quadrangle,
p 7.5 Minute Series Topographic Map, San Diego County, California: scale 1:24,000.
JL
United States Geological Survey/California Geological Survey (USGS/CGS), 2002 (Revised
p April 2003), Probabilistic Seismic Hazards Assessment (PSHA) Model, World Wide
^ Web, http://www.consrv.ca.gov/CGS/rghrn/psharnap/pshamain.html.
AERIAL PHOTOGRAPHS
Source Date Flight Numbers Scale
USDA 5/2/1953 AXN-14M 19&20 1:20,000
106275001RBoyleHomePlantRcv.doc J J ^/>7y/7 ^oore
REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY,
2400 4800
APPROXIMATE SCALE IN FEET
NOTE: ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.
Map O Rand McNally, R L07-S-129
A
PROJECT NO.
106275001
DATE
3/08
SITE LOCATION MAP FIGURE
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA 1
I
LEGEND
-0-B-2 APPROXIMATE LOCATION OF EXPLORATORY
TD=19.5 BORING TD=TOTAL DEPTH IN FEET
<S> APPROXIMATE LOCATION OF MANHOLE
_.._ APPROXIMATE LOCATION OF PROPOSED ALIGNMENT
NOTE: ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE.
NOT TO SCALE
REFERENCE: GOOGLE EARTH MAPS, 2008
tyiny o
PROJECT NO.
I
106275001
DATE
3/08
BORING LOCATION MAP
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
SAN BERNARDINO CO
LOS ANGELES CO
VICTORVILLE
WRIGHTWOOD
LAKE ARROWHEAD
* BIG BEAR CITY
L§^/ BERNARDINO C0[
RIVERSIDE CO.
> ** X ^^POMOAM *W BERNARDINO
LOS A. I ' X
S4WM ANA \
•
SANTA CATALINAISLAND
RIVERSIDE CO.
IMPERIAL'CO.
VSOLANA BEACH
:OS4N CLEMENTE
ISLAND
U.S.A._
MEXICO
FAULT LOCATION MAP
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
GROUND SURFACE
m
m
P
H
pi
M
IP
H
c
c
H/4
1
H
12 INCHES OR MORE
z
12 INCHES OR MORE
D
NOTES:
wor ro SCALE
6.
7.
APPARENT LATERAL EARTH PRESSURE, Pa
Pa = 47h,+ 23h2psf
CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, PS
Ps = 120psf
WATER PRESSURE, Pw
Pw= 62.4h2psf
PASSIVE LATERAL EARTH PRESSURE, Pp
Pp = 400 + 57 d psf
SURCHARGES FROM EXCAVATED SOIL OR
CONSTRUCTION MATERIALS ARE NOT INCLUDED
J- GROUNDWATER TABLE
h, ,h2, H AND D ARE IN FEET
PROJECT NO.
106275001
DATE
3/08
LATERAL EARTH PRESSURES FOR BRACED
EXCAVATION
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
GROUND SURFACE
[\
D (VARIES)
THRUST
BLOCK
Kp[hl7t+(D-h1)7t]
NOTES:
GROUNDWATER BELOW BLOCK
Pp = (1/2)Kp 7, (D2-d2) = 180 (DZ-d2 ) Ib/ft
GROUNDWATER ABOVE BLOCK
7j =7,- 62.4 pcf; USE7,= 120 pcf
Kp = 3.0
ASSUMES BACKFILL IS GRANULAR MATERIAL
ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL
? GROUNDWATER TABLE
hi , d AND D ARE IN FEET
NOT TO SCALE
yy//7yfl*^Aoore
PROJECT NO.
106275001
DATE
3/08
THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
5
APPENDIX A
Sewer Pipeline Replacement Revised December 8, 2008
Carlsbad, California Project No. 106275001
** APPENDIX A
li
BORING LOGS
P»
Id Field Procedure for the Collection of Disturbed Samples
p Disturbed soil samples were obtained in the field using the following methods.
Bulk Samples
pi Bulk samples of representative earth materials were obtained from the exploratory excava-
^ tions. The samples were bagged and transported to the laboratory for testing.
PI Field Procedure for the Collection of Relatively Undisturbed Samples
jj^ Relatively undisturbed soil samples were obtained in the field using the following methods.
pp The Modified Split-Barrel Drive Sampler
^ The sampler, with an external diameter of 3.0 inches, was lined with 1 -inch long, thin brass rings
with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground
m with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The
y driving weight was permitted to fall freely. The approximate length of the fall, the weight of the
hammer, and the number of blows per foot of driving are presented on the boring logs as an in-
*"• dex to the relative resistance of the materials sampled. The samples were removed from the
^ sample barrel in the brass rings, sealed, and transported to the laboratory for testing.
10627500] R Boyle Home Plant Rev doc
pto
I
0
5-
90
1
•I!
-i[\_u BLOWS/FOOTXX/XX MOISTURE (%)9
-g.DRY DENSITY (PCF)SYMBOL 1ii
^•p-FICATION.C.S.W •
0
SM
yyvo
BORING LOG EXPLANATION SHEET
Bulk sample.
Modified split-barrel drive sampler.
No recovery with modified split-barrel drive sampler.
Sample retained by others.
Standard Penetration Test (SPT).
No recovery with a SPT.
Shelby tube sample. Distance pushed in inches/length of sample recovered
in inches.
No recovery with Shelby tube sampler.
Continuous Push Sample.
Seepage.
Groundwater encountered during drilling.
Groundwater measured after drilling.
ALLUVIUM:
Solid line denotes unit change.
Dashed line 3enotes material change.
Attitudes: Strike/Dip
b: Bedding
c: Contact
j: Joint
f: Fracture
F: Fault
cs: Clay Seam
s: Shear
bss: Basal Slide Surface
sf: Shear Fracture
sz: Shear Zone
sbs: Sheared Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the
boring.
BORING LOG
|%J^f ^J EXPLANATION OF BORING LOG SYMBOLS
PROJECT NO. DATE FIGURE
Rev. 01/03
p»
:':.
tb
i,
m
ta
U.S.C.S. METHOD OF SOIL CLASSIFICATION
MAJOR DIVISIONS SYMBOL
COARSE-GRAINED SOILS(More than 1/2 of soil>No. 200 sieve size)COd =§ <?
O " N
t» ^ '«|s|3 s w
gf§ill
UH
lililBPli ^^
GRAVELS
(More than 1/2 of coarse •
fraction '
> No. 4 sieve size) •i1™
SANDS B
(More than 1/2 of coarse •
fraction ||
<No. 4 sieve size) [iffwj
SILTS & CLAYS p
Liquid Limit <50 ^
SILTS & CLAYS ^
Liquid Limit >50 x^
1
.-;..••••.: •> i *
$t
•[fflfflfflHI
•Jr/'s.
M
1w
HIGHLY ORGANIC SOILS
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Pi
TYPICAL NAMES
Well graded gravels or gravel-sand mixtures,
little or no fines
Poorly graded gravels or gravel-sand
mixtures, little or no fines
Silty gravels, gravel-sand-silt mixtures
Clayey gravels, gravel-sand-clay mixtures
Well graded sands or gravelly sands, little or
no fines
Poorly graded sands or gravelly sands, little or
no fines
Silty sands, sand-silt mixtures
Clayey sands, sand-clay mixtures
Inorganic silts and very fine sands, rock flour,
silty or clayey fine sands or clayey silts with
Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean
Organic silts and organic silty clays of low
plasticity
Inorganic silts, micaceous or diatomaceous
fine sandy or silty soils, elastic silts
Inorganic clays of high plasticity, fat clays
Organic clays of medium to high plasticity,
organic silty clays, organic silts
Peat and other highly organic soils
GRAIN SIZE CHART
CLASSIFICATION
BOULDERS
COBBLES
GRAVEL
Coarse
Fine
SAND
Coarse
Medium
Fine
SILT & CLAY
RANGE OF GRAIN SIZE
U.S. Standard
Sieve Size
Above 12"
12" to 3"
3" to No 4
3" to 3/4"
3/4" to No. 4
No. 4 to No. 200
No. 4 to No. 1 0
No. 10 to No. 40
No. 40 to No. 200
Below No. 200
Grain Size in
Millimeters
Above 305
305 to 76.2
76 2 to 4.76
762to 19.1
19.1 to476
4 76 to 0.075
4 76 to 2.00
2 00 to 0.420
0.420 to 0.075
Below 0.075
PLASTICITY CHART
ys/
/
CL-M
/
L X
/
CL
/f
ML
/
/
iOL
/
/
/
CH
/
/
'
MHJ
/
OH
/
Q 10 20 30 40 50 60 70 BO QO 100
LIQUID LIMIT (LL), %
U.S.C.S. METHOD OF SOIL CLASSIFICATION
USCS Soil Classification Updated Nov 2004
a>Q
tLU
Q
10-
15-SAMPLES 1m
c.0)
0
1
-
:
-
1
,BLOWS/FOOT36
42
82/11"
100/8"
50/6"
|MOISTURE (%)15.2
13.1
28.6
11.4 DRY DENSITY (PCFcvunni\
104.8 g
!Hi///
109.5 /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
93.1 '/
109.6 FICATION3.C.S.> co^
o
I SC
I1
1
i
< CH
///////////////////
SP-SM
DATE DRILLED 1/24/08
GROUND ELEVATION 33'±(MSL)
BORING NO.
SHEET
B-l
1 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 1 40 Ibs. (Cathead) DROP
SAMPLED BY MJB/RDH LOGGED BY
30"
MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
FILL:
Dark brown (mottled), moist, medium dense, clayey SAND; scattered (less than 5 %)
gravel; small (less than 2" in diameter) pieces of asphalt.
TOPSOIL/COLLUVIUM:
Dark brown, damp tc
vWet.
) moist, hard, sandy CLAY; flecks of calcium carbonate.
TERRACE DEPOSITS:
Light gray brown, damp, dense, fine SAND; silty; friable.
Very dense.
Total Depth = 19.5 feet.
ylnyo ffiwc*BORING LOG
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
PROJECT NO.
106275001
DATE
12/08
FIGURE
A-l
m
m
0>&
I
Q.
UJ
Q
20
au
n
IK
<
-*3
»
I
1
Q
j
0
$
o
m
. . •MflT
^
UJa:3
OT
O
^
•/
O0^
fw
UJ
Q
>-
KD
r//
om?
w
&)
O1—< w
^0"-coOTH^o
^ •»Viaf
DATE DRILLED 1/24/08 BORING NO. B-l
GROUND ELEVATION 33'±(MSL) SHEET 2 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 140 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
Groundwater not encountered during drilling.
Backfilled shortly after drilling with bentonite chips on 1/24/08.
Note: Groundwater, though not encountered at the time of drilling, mav rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in
the report.
BORING LOG
VmVB ^m HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
imBM »3 CARLSBAD, CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-2
'53
I
OLLUO
0
wLi_l
Q_
OT
£
LU
"
5-L
1PJ
OOLL
O
CO
1
1
I 45
10 -U
15 -H
1
|1
iL
50/6"
50/4.5"
61/6"
1
g
LUCCD
W
O"5
6.8
10.2
13.5
10.2
OD.i i
§ 2>.a:a
y/
I
\
104.1
<r
/
/
/
/
/
109.0
101.9
109.2
zO
J H .3 <wo y o£ "-OT
W^5 W ^
50
% CL
1i
SM
£ CH
/
/
SM
DATE DRILLED 1/24/08 BORING NO. B-2
GROUND ELEVATION 30'±(MSL) SHEET 1 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 140 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
FILL:
Dark brown, moist, soft, sandy CLAY.
Gray brown, damp, medium dense, sllty SAND.
@ 2'- 3': Few (less than 10 %) gravel and cobbles.
Dark brown.
TOPSOIL/COLLUVIUM:
Dark brown, damp, very stiff, sandy CLAY.
TERRACE DEPOSITS:
Light reddish brown, moist, very dense, silty fine SAND.
Light gray brown.
Fine to coarse sand.
Total Depth =19.5 feet.
. BORING LOG
gkffffffJW 0 m^m^XMXIf''^^ HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
mWFMfJtmfmM f^fW^M\Mm ^S CARLSBAD, CALIFORNIA
W ff 1 PROJECT NO. DATE FIGURE
106275001 12/08 A-3
0>•St
I
0.UJQ
20
u[i
nv
<
"5LU
)
j
1
D
j
OoLL
g
CD
m. m 3MfiF
g.
UJOL
:D
W
O
"AU
g
fw
LUQ
>.
C£Q
f0t
Om2
^
ki
O1- .< wyd
"-OTw-s
^
O
—1 Mvv°f
DATE DRILLED 1/24/08 BORING NO. B-2
GROUND ELEVATION 30'±(MSL) SHEET 2 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 140 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
Groundwater not encountered during drilling.
Backfilled shortly after drilling with bentonite chips on 1/24/08.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in
the report.
BORING LOG
VmWM^m HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
|\A • «5 CARLSBAD, CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-4
* KEY TO SYMBOLS
I Symbol Description
Strata symbols
T [fHJj2f] clayey sand (Qal)
I
I
I
I
[
High plasticity clay
Poorly graded sand
with silt
Low plasticity clay
Silty sand (Qaf, Qal)
Soil Samplers
H California sampler
C
[
L
F.
APPENDIX B
Sewer Pipeline Replacement Revised December 12, 2008
Carlsbad, California Project No. 106275001
APPENDIX B
LABORATORY TESTING
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on
the logs of the exploratory excavations in Appendix A.
ID-Place Moisture and Density Tests
The moisture content and dry density of relatively undisturbed samples obtained from the ex-
ploratory excavations were evaluated in general accordance with ASTM D 2937. The test results
are presented on the logs of the exploratory excavations in Appendix A.
Gradation Analysis
Gradation analysis tests were performed on selected representative soil samples in general accor-
dance with ASTM D 422 and ASTM D 1140. A grain-size distribution curve is shown on Figure
B-l. The test results were utilized in evaluating the soil classification in accordance with the Uni-
fied Soil Classification System.
200 Wash
An evaluation of the percentage of particles finer than the No. 200 sieve in selected soil samples
was performed in general accordance with ASTM D 1140. The results of the tests are presented
on Figure B-2.
Atterberg Limits
Tests were performed on a selected representative fine-grained soil sample to evaluate the liquid
limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test re-
sults were utilized to evaluate the soil classification in accordance with the USCS. The test
results and classification are shown on Figure B-3.
Direct Shear Tests
Direct shear tests were performed on undisturbed samples in general accordance with
ASTM D 3080 to evaluate the shear strength characteristics of the selected material. The samples
were inundated during shearing to represent adverse field conditions. The results are shown on
Figures B-4 and B-5.
Soil Corrosivity Tests
Soil pH and resistivity tests were performed on a representative sample in general accordance
with CT 643. The chloride content of the selected sample was evaluated in general accordance
with CT 422. The sulfate content of the selected sample was evaluated in general accordance
with CT 417. The test results are presented on Figure B-6.
106275001 R Boyle Home Plant Rev.doc
GRAVEL
Coarse
3" 2' W
CD
ce 5oo
z
u.
zUJo(X 300 --UJCL
Fine
SAND
Coarse] Medium Fine
FINES
SILT CLAY
U.S. STANDARD SIEVE NUMBERS HYDROMETER
" V" V? %• 4 8 16 30 50 100 200
100
cJymbol
•
•»...
\ I
\v
V
V
I
II
i
10 1 0.1 0.01 0.001 0.0001
GRAIN SIZE IN MILLIMETERS
Sample
Location
B-2
Depth
(ft)
5.0-6.5
Liquid
Limit
-
Plastic Plastic ty
Limit Index
-
D,o
--
Cu
-
Cc
-
Passing
No. 200
46
uses
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02)
M/ityo & ^Asxwr^
PROJECT NO.
106275001
DATE
12/08
GRADATION TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-1
106275001 SIEVE B-2 @ 5.0-6-5.xls
SAMPLE
LOCATION
B-1
B-2
SAMPLE
DEPTH
(FT)
15.0-16.2
10.0-11.0
DESCRIPTION
SAND with Silt
Silty SAND
PERCENT
PASSING
NO. 4
98
100
PERCENT
PASSING
NO. 200
8
15
uses
(TOTAL
SAMPLE)
SP-SM
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 1140-00
PROJECT NO.
106275001
DATE
12/08
NO. 200 SIEVE ANALYSIS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-2
106275001-200 WASH Page1.xls
SYMBOL
•
LOCATION
B-1
DEPTH
(FT)
5.0-6.5
LIQUID
LIMIT, LL
52
PLASTIC
LIMIT, PL
22
PLASTICITY
INDEX, PI
30
uses
CLASSIFICATION
(Fraction Finer Than
No. 40 Sieve)
CH
uses
(Entire Sample)
CH
NP - INDICATES NON-PLASTIC
o.
XUJo
o
00
60
50
40
30
20
10
CL-ML
-CLorOL-
ML or OL
CH or OH
-MHorOH-
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT, LL
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318-05
PROJECT NO.
106275001
DATE
12/08
ATTERBERG LIMITS TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-3
106275001 ATTERBERG PageLxIs
3000
2000
CO
V)COHI
0£
CO
a:ss
1000
1000 2000
NORMAL STRESS (PSF)
3000
Description
SAND with Silt
SAND with Silt
Symbol
« ^^
Sample
Location
B-1
B-1
Depth
(ft)
15.0-16.2
15.0-16.2
Shear
Strength
Peak
Ultimate
Cohesion, c
(psf)
280
100
Friction Angle, §
(degrees)
37
31
Soil Type
SP-SM
SP-SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04
PROJECT NO.
106275001
DATE
12/08
DIRECT SHEAR TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-4
106275001 SHEAR B-1 @ 15.0-16.0.xls
3000
1000 2000
NORMAL STRESS (PSF)
3000
Description
Silty SAND
Silty SAND
Symbol
- -X - -
Sample
Location
B-2
B-2
Depth
(ft)
5.0-6.5
5.0-6.5
Shear
Strength
Peak
Ultimate
Cohesion, c
(psf)
260
160
Friction Angle, §
(degrees)
26
26
Soil Type
SM
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04
PROJECT NO.
106275001
DATE
12/08
DIRECT SHEAR TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-5
106275001 SHEAR B-2 @ 5.0-6.5.xls
SAMPLE
LOCATION
B-1
SAMPLE DEPTH
(FT)
5.0-10.0
pH1
7.6
RESISTIVITY 1
(Ohm-cm)
220
SULFATE CONTENT 2
(ppm)
600
(%)
0.060
CHLORIDE
CONTENT 3
(ppm)
1725
PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643
PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
PROJECT NO.
106275001
DATE
12/08
CORROSIVITY TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-6
106275001 CORROSIVITY PageLxIs
APPENDIX C
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
APPENDIX C
TYPICAL EARTHWORK GUIDELINES
106275001 Earthwork.doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
TABLE OF CONTENTS
Page
1. GENERAL 1
2. OBLIGATIONS OF PARTIES 2
3. SITE PREPARATION 3
4. TRENCH BACKFILL 3
5. SITE PROTECTION 4
6. DEFINITIONS OF TERMS 6
106275001 Earthwork.**
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
TYPICAL EARTHWORK GUIDELINES
1. GENERAL
These guidelines are presented as general procedures for earthwork construction. They are to be
utilized in conjunction with the project plans. These guidelines are considered a part of the geo-
technical report, but are superseded by recommendations in the geotechnical report in the case of
conflict. Evaluations performed by the consultant during the course of construction may result in
new recommendations which could supersede these specifications and/or the recommendations
of the geotechnical report. It is the responsibility of the contractor to read and understand these
Guidelines as well as the geotechnical report and project plans.
1.1. The contractor shall not vary from these Guidelines without prior recommendations by
the geotechnical consultant and the approval of the client or the client's authorized rep-
resentative. Recommendations by the geotechnical consultant and/or client shall not be
considered to preclude requirements for approval by the jurisdictional agency prior to
the execution of any changes.
1.2. The contractor shall perform the earthwork operations in accordance with these speci-
fications, and shall be responsible for the quality of the finished product
notwithstanding the fact that earthwork will be observed and tested by the geotechnical
consultant.
1.3. It is the responsibility of the contractor to notify the geotechnical consultant and the
jurisdictional agencies, as needed, prior to the start of work at the site and at any time
that earthwork resumes after interruption. Each step of the earthwork operations shall
be observed and documented by the geotechnical consultant and, where needed, re-
viewed by the appropriate jurisdictional agency prior to proceeding with subsequent
work.
1.4. If, during the earthwork operations, geotechnical conditions are encountered which
were not anticipated or described in the geotechnical report, the geotechnical consult-
ant shall be notified immediately and additional recommendations, if applicable, may
be provided.
1.5. An as-built geotechnical report shall be prepared by the geotechnical consultant and
signed by a registered engineer. The report documents the geotechnical consultants'
observations, and field and laboratory test results, and provides conclusions regarding
whether or not earthwork construction was performed in accordance with the geotech-
nical recommendations and the plans.
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
*- 1.6. Definitions of terms utilized in the remainder of these specifications have been pro-
m vided in Section 6.
2. OBLIGATIONS OF PARTIES
The parties involved in the projects earthwork activities shall be responsible as outlined in the
folio wine sections.
2.1. The client is ultimately responsible for each of the aspects of the project. The client or
the client's authorized representative has a responsibility to review the findings and
recommendations of the geotechnical consultant. The client shall authorize the contrac-
tor and/or other consultants to perform work and/or provide services. During earthwork
the client or the client's authorized representative shall remain on site or remain rea-
sonably accessible to the concerned parties to make the decisions that may be needed
to maintain the flow of the project.
2.2. The contractor is responsible for the safety of the project and satisfactory completion of
pipeline installation and other associated operations, including, but not limited to,
earthwork in accordance with the project plans, specifications, and jurisdictional
agency requirements. The contractor shall further remain accessible during non-
working hours times, including at night and during days off.
2.3. The geotechnical consultant shall provide observation and testing services and shall
make evaluations to advise the client on geotechnical matters. The geotechnical con-
sultant shall report findings and recommendations to the client or the client's
authorized representative.
2.4. Prior to proceeding with any earthwork operations, the geotechnical consultant shall be
notified two working days in advance to schedule the needed observation and test-
ing services.
2.4.1. Prior to any significant expansion or reduction in the grading operation, the
geotechnical consultant shall be provided with two working days notice to
make appropriate adjustments in scheduling of on-site personnel.
2.4.2. Between phases of earthwork operations, the geotechnical consultant shall be
provided with two working days notice in advance of commencement of ad-
ditional operations.
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
* 3. SITE PREPARATION
1-1 Site preparation shall be performed in accordance with the recommendations presented in the
P» following sections.
M
3.1. The client, prior to any site preparation or earthwork, shall arrange and attend a
pre-construction meeting between the contractor, the design engineer, the geotechnical
* consultant, and representatives of appropriate governing authorities, as well as any
other involved parties. The parties shall be given two working days notice.
•* 3.2. Demolition in the areas to be graded shall include removal of pavements, and other
manmade surface and subsurface improvements. Demolition of utilities shall include
=. capping or rerouting of pipelines at the project perimeter.
3.3. The debris generated during demolition operations shall be removed from areas to be
graded and disposed of off site at a legal dump site. Demolition operations shall be per-
* formed under the observation of the geotechnical consultant.
4. TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.
4.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bot-
tom to 1 or more feet above the pipe. On-site or imported fill which has been evaluated
by the geotechnical consultant may be used above the granular backfill. The cover soils
directly in contact with the pipe shall be classified as having a very low expansion po-
tential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of
hard soil larger than 3/4-inch in diameter.
4.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical
means to 90 percent relative compaction as evaluated by ASTM D 1557. Backfill soils
shall be placed in loose lifts 8 inches thick or thinner, moisture conditioned, and com-
pacted in accordance with the recommendations of the geotechnical report and of these
guidelines. The backfill shall be tested by the geotechnical consultant at vertical inter-
vals of approximately 2 feet of backfill placed and at spacings along the trench of
approximately 100 feet in the same lift.
4.3. Jetting of trench backfill materials is generally not a recommended method of densifi-
cation, unless the on-site soils are sufficiently free-draining and provisions have been
made for adequate dissipation of the water utilized in the jetting process.
4.4. If it is decided that jetting may be utilized, granular material with a sand equivalent
greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall gener-
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
pi ally be considered for trenches 2 feet or narrower in width and 4 feet or shallower in
|g depth. Following jetting operations, trench backfill shall be mechanically compacted to
the specified compaction to finish grade.
P»
m 4.5. Trench backfill which underlies the zone of influence of foundations shall be mechani-
cally compacted to a relative compaction of 90 percent as evaluated by ASTM D 1557.
p» The zone of influence of the foundations is generally defined as the roughly triangular
Jg area within the limits of a 1:1 (horizontalrvertical) projection from the inner and outer
edges of the foundation, projected down and out from both edges.
P»
m 4.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative
compaction of 90 percent as evaluated by ASTM D 1557. For minor interior trenches,
P» density testing may be omitted or spot testing may be performed, as deemed appropri-
|l ate by the geotechnical consultant.
p> 4.7. When compacting soil in close proximity to utilities, care shall be taken by the contrac-
jU tor so that mechanical methods used to compact the soils do not damage the utilities.
(Pi 4.8. Clean granular backfill and/or bedding materials are not recommended for use in slope
I, areas unless provisions are made for a drainage system to mitigate the potential for
buildup of seepage forces or piping of backfill materials.
to 4.9. The contractor shall exercise the specified safety precautions, in accordance with
OSHA Trench Safety Regulations, while conducting trenching operations. Such pre-
P» cautions include shoring or laying back trench excavations at 1:1 or flatter, depending
^ on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant
is not responsible for the safety of trench operations or stability of the trenches.
5. SITE PROTECTION
The site shall be protected as outlined in the following sections.
5.1. Protection of the site during the period of construction shall be the responsibility of the
contractor unless other provisions are made in writing and agreed upon among the
concerned parties. Completion of a portion of the project shall not be considered to
preclude that portion or adjacent areas from the need for site protection, until such time
as the project is finished as agreed upon by the geotechnical consultant, the client, and
the regulatory agency.
5.2. The contractor is responsible for the stability of temporary excavations. Recommenda-
tions by the geotechnical consultant pertaining to temporary excavations are made in
consideration of stability of the finished project and, therefore, shall not be considered
to preclude the responsibilities of the contractor. Recommendations by the geotechni-
106275001 Eanhwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
m cal consultant shall also not be considered to preclude more restrictive requirements by
IP the applicable regulatory agencies.
pi 5.3. Precautions shall be taken during the performance of site clearing, excavation, and
|g grading to protect the site from flooding, ponding, or inundation by surface runoff.
Temporary provisions shall be made during the rainy season so that surface runoff is
m away from and off the working site. Where low areas cannot be avoided, pumps shall
H be provided to remove water as appropriate during periods of rainfall.
pi 5.4. Following periods of rainfall, the contractor shall contact the geotechnical consultant
jjg and arrange a walk-over of the site in order to visually assess rain-related damage. The
geotechnical consultant may also recommend excavation and testing in order to aid in
p» the evaluation. At the request of the geotechnical consultant, the contractor shall make
ll excavations in order to aid in evaluation of the extent of rain-related damage.
m 5.5. Rain- or irrigation-related damage shall be considered to include, but may not be lim-
|| ited to, erosion, silting, saturation, swelling, structural distress, and other adverse
conditions noted by the geotechnical consultant. Soil adversely affected shall be classi-
P» fied as "Unsuitable Material" and shall be subject to overexcavation and replacement
|§ with compacted fill or to other remedial grading as recommended by the geotechnical
consultant.
106275001 Earthwork.doc « Rev. 12/05
Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
pi
m
6. DEFINITIONS OF TERMS
ALLUVIUM:
AS-GRADED (AS-BUILT):
BEDROCK:
BORROW (IMPORT):
CIVIL ENGINEER:
CLIENT:
COLLUVIUM:
COMPACTION:
CONTRACTOR:
DEBRIS:
ENGINEERED FILL:
Unconsolidated detrital deposits deposited by flowing water;
includes sediments deposited in river beds, canyons, flood
plains, lakes, fans at the foot of slopes, and in estuaries.
The site conditions upon completion of grading.
Relatively undisturbed in-place rock, either at the surface or
beneath surficial deposits of soil.
Any fill material hauled to the project site from off-site areas.
The Registered Civil Engineer or consulting firm responsible
for preparation of the grading plans and surveying, and
evaluating as-graded topographic conditions.
The developer or a project-responsible authorized represen-
tative. The client has the responsibility of reviewing the
findings and recommendations made by the geotechnical
consultant and authorizing the contractor and/or other con-
sultants to perform work and/or provide services.
Generally loose deposits, usually found on the face or near
the base of slopes and brought there chiefly by gravity
through slow continuous downhill creep (see also Slope
Wash).
The densification of a fill by mechanical means.
A person or company under contract or otherwise retained
by the client to perform, excavation, pipeline installation,
and other site improvements.
The products of clearing, grubbing, and/or demolition, or
contaminated soil material unsuitable for reuse as compacted
backfill, and/or any other material so designated by the geo-
technical consultant.
A fill which the geotechnical consultant or the consultant's
representative has observed and/or tested during placement,
enabling the consultant to conclude that the fill has been
placed in substantial compliance with the recommendations
of the geotechnical consultant and the governing agency re-
quirements.
106275001 Earthwork doc
p
in Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
ENGINEERING GEOLOGIST:
P
m
P
m
m
m
EROSION:
EXCAVATION:
EXISTING GRADE:
FILL:
FINISH GRADE:
GEOFABRIC:
GEOTECHNICAL CONSULTANT:
GEOTECHNICAL ENGINEER:
GRADING:
LANDSLIDE DEPOSITS:
A geologist registered by the state licensing agency who ap-
plies geologic knowledge and principles to the exploration
and evaluation of naturally occurring rock and soil, as re-
lated to the design of civil works.
The wearing away of the ground surface as a result of the
movement of wind, water, and/or ice.
The mechanical removal of earth materials.
The ground surface configuration prior to grading; original
grade.
Any deposit of soil, rock, soil-rock blends, or other similar
materials placed by man.
The as-graded ground surface elevation that conforms to the
grading plan.
An engineering textile utilized in geotechnical applications
such as subgrade stabilization and filtering.
The geotechnical engineering and engineering geology con-
sulting firm retained to provide technical services for the
project. For the purpose of these specifications, observations
by the geotechnical consultant include observations by the
geotechnical engineer, engineering geologist and other per-
sons employed by and responsible to the geotechnical
consultant.
A licensed civil engineer and geotechnical engineer, regis-
tered by the state licensing agency, who applies scientific
methods, engineering principles, and professional experience
to the acquisition, interpretation, and use of knowledge of
materials of the earth's crust to the resolution of engineering
problems. Geotechnical engineering encompasses many of
the engineering aspects of soil mechanics, rock mechanics,
geology, geophysics, hydrology, and related sciences.
Any operation consisting of excavation, filling, or combina-
tions thereof and associated operations.
Material, often porous and of low density, produced from
instability of natural or manmade slopes.
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
OPTIMUM MOISTURE:
RELATIVE COMPACTION:
SITE:
SLOPE WASH:
SLOUGH:
SOIL:
The moisture content that is considered optimum relative to
compaction operations.
The degree of compaction (expressed as a percentage) of a
material as compared to the dry density obtained from
ASTM test method D 1557.
The particular parcel of land where earthwork is being per-
formed.
Soil and/or rock material that has been transported down a
slope by gravity assisted by the action of water not confined
to channels (see also Colluvium).
Loose, uncompacted fill material generated during grading
operations.
Naturally occurring deposits of sand, silt, clay, etc., or com-
binations thereof.
to
P
Pto
p
m
10627500) Earthwork.doc