1993-3834 I/TE Street Address
Category Serial #
3834 Z- , eJ er4f--
Name Description
Plan ck. # Year
EARTH SYSTEMS DESIGN GROUP
"Specialists IN Earth Retention Solutions"
i
1
GEOTECHNICAL AND GEOLOGIC INVESTIGATION
NEPTUNE II PROJECT, 470 THROUGH 554 NEPTUNE AVENUE
ENCINITAS, CALIFORNIA
I
PREPARED FOR:
HOMEOWNERS
470 — 554 BLOCK NEPTUNE AVENUE
ENCINITAS, CALIFORNIA
OCTOBER 26, 1992
PREPARED BY:
EARTH SYSTEMS DESIGN GROUP
1529 GRAND AVENUE SUITE A
SAN MARCOS, CALIFORNIA 92069
1529 GRAND AVENUE, SUITE A • SAN MARCOS, CA 92069 • (619) 471 -6351
N.C.E.E. 94170 - CA. R.C.E. #C -22096 - ARZ. R.C.E. # 11971 - NEV. R.C.E. #3037 - WA. C.E. # 10776
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EAR771 S) S7'L'AIS DESIGN GROUP SEA BLUFF FACE LOG, CROSS SECTION -
1529 A Crand Avenue, Son Morcos. California 92069
Phone (619) 471 -6351 Fox (619) 471 - 7572 A A
DATE: t0 -8 -9? DWG. NO.: T- 1SEC T.DWG NEPT UNE 1 PR®. E C T
PROJECT: E( 32 REVISION:
F ( (:I IRF
EARTH SYSTEMS DESIGN GROUP
"Specialists /n Enrlll Re[enlion Solnrions"
October 26, 1992
l
400 & 500 Block Neptune Avenue
C/o Mr. George Sbordone
518 Neptune Avenue
Encinitas, CA 92024
RE: Job No. E0082
SUBJECT: Geotechnical and Geological Investigation, Neptune II
Project, 470 Through 554 Neptune Avenue, Encinitas, CA.
Dear Homeowners:
At your request Earth Systems Design Group has prepared a
topographic map of your properties extending from Neptune Avenue to
the beach and has performed a geotechnical investigation of t
coastal bluff with respect to stabilit he
recommendations are Y• Our findings and
presented herein.
The field observations indicate that the coastal bluff along the
subject properties exposes two geologic units. Each of these units
has and likely will experience in the future stability problems
that may effect safety and propert y value This
analysis only addresses the design ofa rip rap eawall directed
by the homeowners. The upper zone (terrace deposits) has been
evaluated within the geotechnical report; however, s
recommendations relative to the stabilization of the up per slope pe i
not addressed herein. is
If there are any questi Or issues please feel free to contact this-firm at time. clarification,
Sincerely,
EARTH SYSTEMS DESIGN GROUP) _ EARTH SYSTEMS DESIGN GROUP
Q�;OFfSS 7,;
elk 0
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Charles J. Randle w o} 4 �' E
President :x "t!� C,�,,��� r, ndrew Farkas
RCE #22096 J (?;_ p..g �;� EG #1185
7� C/
CJ /am OF f.A1,4�J�,; � CAUF��`�
lOONBP.ITR
1529 GRAND AVENUE, SUI'T'E A • SAN MARCOS CA 92069 • (619) 471 -6351
N.C.E.E. #4170 • CA. R.C.E. #C -22096 • ARZ. R.C.E. #1 1971 • NEV. R.C.E. #3037 • WA. C.E. #10776
D
D
1
INDEX
I 1.0 INTRODUCTION
1
2.0 SCOPE
1
3.0 GENERAL SITE CONDITIONS
2
3.1 Site Description
2
3.2 Beach and Bluff Conditions
2
3.3 Subsurface and Surface Exploration
3
3.4 Laboratory Testing
3
4.0 SOIL AND GEOLOGIC CONDITIONS
4
4.1 Fill
4
4.2 Soil Deposits (topsoil)
4
4.3 Marine Terrace Deposits (Qt)
4
4.4 Torrey Sandstone Formation (Tt)
4
4.5 Beach Deposits (Bd)
5
4.5 Groundwater
6
5.0 GEOLOGIC SETTING
6
5.1 Regional Geologic Setting
6
5.2 Regional and Local Faulting
7
5.3 Seismicity
7
5.4 Liquefaction
7
5.5 Ground Failure
3
5.6 Sea Cliff Retreat
8
5.6.1 Stabilizing characteristics
8
5.6.2 Destabilizing Characteristics
9
5.7 Landsliding and Slope Stability
9
5.8 Cliff Stability and Erosion
10
5.9 Slope Stability Analysis
10
l
L
6.0 CONCLUSIONS AND RECOMMENDATIONS
10
6.1 Conclusions
10
6.2 Recommendations
11
L 6.3 Limitations
12
7.0 CONSTRUCTION INSPECTION AND LIMITATIONS
12
APPENDIX A
APPENDIX R
APPENDIX C
GEOTECHNICAL AND GEOLOGIC INVESTIGATION
NEPTUNE II PROJECT, 470 THROUGH 554 NEPTUNE
AVENUE, ENCINITAS, CALII.ORNIA
1.0 INTRODUCTION
In accordance with Your request we have
and geological investigation of the Performed a N e p t u n e II,
comprising lot numbers 452, 470, 478, 492, e49 named , 10
504, 510, 518,
,
5 22, 526, 528, 532 and 554 of Neptune Avenue in the
5,
Encinitas, California (see Site Location Ma City of
Of this investigation is to ° Ps Figure 1). The purpose
evaluate
structures on to the hazards) to existing
p of the bluff and provide conclusions`' and
recommendations relative to constructing a rip -rap sea wall at the
toe of the slope.
Please be advised tl►is report has been
I the homeowners request to consider only accordance to
(rip -rap) to provide an element of Y a wave energy dissipator
erosion to the base of the bluff. Pr otection against wave and tide
2.0 SCOPF,
The scope of our investigation included the following tasks:
i_
x ` Review of
the readily available published and
unpublished reports and documents relative to` the
subject site (see References, Appendix A);
Geological reconnaissance and mapping of the site;; and
sea bluff conditions;
* Excavation logging and
boring to 66.5 feet in depth; ��pl�ng Of one exploratory
Logging and sampling of the sea bluff face;
x` Laborator
Y analysis and testing
samples; of representative
� IsnaT'
oinecring and Geologic analysis of field and
laboratory data;
Neptune II Projc,ct
Project No. E -00R
Pao e No. 2
* Preparation of this report presenting our findings,
conclusions and recommendations regarding site
conditions and the utilization of selectively placed rip -
rap as an alternative to reduce the potential for sea
wave erosion at the base of the bluff.
3.0 GENERAL, SITE CONDITIONS
3.1 Site Dc tseription
- The Neptune II project, consists of eleven residential single
family and duplex condominium structures and improvements
desi, ;nated as lot numbers 452, (474,) 478, 492, 498, 502, 504,
510, 5 18, 522, 526, 528, 532 and 554 of Neptune Avenue in the
City of Encinitas, California (see General Site Plan, Figure 2)
One and two -story wood frame and stucco buildings with
concrete, brick and asphalt driveways, block, brick and
concrete planters and concrete, tile and brick patios are
generally the improvements noted on the subject lots.
The t)roject is bounded to the east by Neptune Avenue, north
and south by single family residential structures and by an
approximately 90 to 95 feet high moderately to steeply.
west.('r•ly sloping sea bluff to the west. The bluff descents onto
a sand and gravel beach.
The Neptune II project is situated on the western edge of the
Coax :i:J Plain, and on the western side of the Peninsular Range
Ph; .: ; province. Site elevations range from sea level
at t'.;, westerly project limit, to a high of approximately 90 to
9G 1 ''l at Pad elevation. Neptune Avenue on the east lies
rou ,:;y 3 to 5 feet below pad grade. Currently, the top edge
Of t: - bluff (slope) is situated approximately 10 to 30 feet
fro;:: ;'re principal residential structures of the subject site.
3.2 Bead: a 13 1u1'f Conditions
Chav:-feristic feati.rres that suggest an on - going erosion and
blulT retreat have been observed along the western side of
the ; .)perties. Features such as the undermining of the lower
Poll. i Of the bluff facie that is exposed to direct wave action,
ioin!�,d sandstone and sandstone blocks at the base of the
bl;; i . ,; re common. Additionally, erosion gullies and slope
fai; :. were observed on the upper portion of the bluff
Po.; .y caused in part by exposure to precipitation, wind,
lan,l ..t maintenance and loss of support from the lower
PO ;' , . , of bluff. At zero tide, the water line of the Pacific
Oct';:.. ;s approximately 40 to 50 feet measured laterally from
tht ;e of the sea bluff'.
J
Neptune II Project
Project No. E -0082
Page No. 3
During periods of high titles ocean swells often impact the
base of the bluff. The near -shore beach environment west of
the site generally consists of gently westward sloping wave -
cut shelf of moderately to highly resistant sandstone of the
Eocene -aged Torrey Sandstone Formation. These cemented
sandstones were noted to be massive, fine to medium grained,
cross- bedded ari(.l competent. This unit is visible as an outcrop
exposed from beneath unconsolidated sand and gravel beach
deposits and extend to form a 24 to 25.0 foot high near -
vertical sea cliff at the base of the bluff. The lower portion
of this unit present water staining and seepage that extend
from the base to the contact with the overlying terrace
deposits.
Unconformably overlying the Torrey Sandstone and generally
extending from an elevation of approximately 27 feet to the
bluff top are Quaternary -aged marine terrace deposits
consisting of moderately weathered and eroded sands and
sandstones. These materials are weakly cemented massive, fine
to nrediuw- grained silty sand and sandstones which are
naturally weatlered and eroded into slopes ranging from 11 to
1 (horizontal to vertical), to' near vertical. Some vegetation is
present in some portions of the bluff consisting of ice - plant,
shrubs and scattered trees.
3.3 S and Surface IxG)loration
-` As part of our investigation we have logged and sampled one
exploratory test boring to 66.5 feet below
General Site Plan, Figure 2 and Boring Log, elevation (see
--� and B -lb). We have also performed g' Figures B -1, B -la
reconnaissance and surface sam lin geologic mapping site
sampling g on the face of the sea
bluff (sec General Site Plan, Figure 2, Sea Bluff Face Log,
Plates B -2, B -2a, B -3, B -3a, B -4 and B -4a and Figures 3, 4 and
5).
3.4 Laborator'y Testing
The following laboratory tests were performed:
Dry Density and Moisture Content
(ASTM: D 2216)
x` Direct Shear
(ASTNI: D 3080)
Neptune II Project
Project No. E -0082
Page No. 4
4.0 SOIL AND GEOLOGIC CONDITIONS
Soils encountered on -site during our investigation consisted of fill,
soil deposits, Quaternary -aged terrace deposits the Eocene -aged
y Torrey Sandstone and beach sand deposits. A brief description of
each of the soils and geologic units encountered is provided below.
4.1 Fill
Fill soils were encountered during the excavation of test
boring ESD -1 (see Boring Loo, Figure B -1), to depths of 2.5
feet. The fill soils consisted of dark brown fine to medium
grained silty sands The thickness and type of fill soils may
vary on each lot.
4.2 Soil Deposits (topsoil)
Soil deposits (topsoil) were encountered exposed on the top
edge of the bluff in the top .5 to 1.0 feet in T -3 (see Sea
Bluff Face Log, Plate B -4) and consisted of light brown to
reddish brown fine to medium grained silty sand and loose to
medium dense. These deposits are believed to have a
discontinuous development along the top of the bluff.
4.3 Marine Terrace Deposits (Qt)
Quaternary -aged Terrace deposits are exposed in the bluff
face above an approximate elevation of 27 to 28.5 feet and
extend to near the top of the slope. These deposits consist of
poorly to moderately well consolidated and locally slightly to
moderately well cemented light. yellow to orange- brown, dark
brown and gray brown silty fine to medium sands and
sandstones. These sands are generally massive and as
indicated by bedding attitudes from within the lower portions
of this unit, appears to have a slight dip ranging from
roughly 3 to 10 degrees to the south- southwest. No evidence
that suggest, faulting, fracturing or jointing was found within
these deposits.
4.4 Torrey Sandstone (Tt
The Eocene -aged Torrey Sandstone is exposed on -site
underlying the terrace deposits in the lower portion of the
sea bluff' from beneath the beach deposits to an elevation of
approximately 27.0 to 28.5 feet in a near- vertical to vertical
Cliff.
Neptune II Project
Project No. E -0082
Page No. 5
This formation consists generally of well consolidated,
moderately to well cemented, massive and cross - bedded gray
to light brown, yellow brown and red brown clayey fine to
medium grained sandstone with occasional thin layers of
cl.aystone and siltstone and localized concretions. The attitude
of the contact between this unit and the overlying %terrace
deposits on the subject site, suggest an apparent dip of
approximately 1 to 3 degrees north - northwest. Several
fractures and joints were observed within this unit. In the
areas investigated, these features dip 72 to'85 degrees to the
east and west and strike in a northerly direction (see Site
Plan, Figure 2 and 2a). These fractures and joints combined
with the undermining of the base of the sea bluff by wave
action, causes to a large extent the instability of the bluff.
The rate of retreat of the terrace deposits is controlled
largely by the rate of retreat of the Torrey Sandstone.
Our review of Reference 3, indicates the existence of a fault
trace within this formation in the adjacent property to the
north. This fault is described as a northeast trending fault
w with a dip of approximately 85 degrees towards the west and
with an apparent offset of several inches (north side up). No
displacement of the overlying terrace deposits was reported.
In addition, several faults were reported by others (Reference
4 and 5) further to the north. These faults were described as
occurring within a fault zone presenting an over-all strike in
a north - northeasterly direction, and dipping at angles of
approximately 50 to 90 degrees to the east and west.
No evidence that would suggest the existence of faulting
-r within the subject site was found during our site
reconnaissance.
4.5 Beach Deposits Bd
Beach deposits were encountered overlying Torrey Sandstone
` materials at the base of the sea bluff. These materials consist
of loosely consolidated sand and gravel - cobble deposits. These
deposits are subject to cyclic seasonal changes in type of
material and degree of slope inclination as a response to
changes in wave energy during the summer calm and winter
storm conditions. In addition, these deposits are subject to
an on -going transport as a result of wave and tidal action. In
the vicinity of the base of the bluff, the beach deposits were
estimated to range from 3 to 5 feet in thickness at the time of
our most recent visit.
Neptune II Project
+ Project No. E -0082
Pao e No. 6
,. 4.6 Groundwater
A relatively high moisture content was observed within the
lower section of the Terrace deposits, accumulated as perched
.. water on the less permeable Torrey Sandstone, The origin of
this water is most likely from landscape irrigation: Other
more distant sources may also contribute to the water build-
up. In addition, groundwater seepage that extends to
approximately 6 to 10 above the base of the sea bluff (the
approximate elevation of the base of the bluff is 3.0 to 3.5
.. feet) and water staining to 15 feet (see Figures 3, 4 and 5)
were also observed during our field investigation. Groundwater
was encountered during the excavation of the test boring
ESD -1 at a depth of 65 feet (elevation of 22 feet) below pad
grade (see Boring Log, Plate B -lb).
5.0 GEOLOGIC SETTING
5.1 Regional Geologic Setting
The subject site is located in the Peninsular Range Province
of Southern California. The Peninsular Range Province is
characterized by northwest trending mountain ranges
separated by subparallel fault zones. The mountain ranges are
underlain by basement rocks consisting of Jurassic
metavolcanic and metasedimentary rocks and Cretaceous
igneous rocks of the Southern California Batholith. Later
Cretaceous, Tertiary, and Quaternary sediments have been
deposited to tine west of mountain ranges.
The upper Cretaceous, Tertiary and Quaternary rocks flanking
the western margin of the mountains are generally comprised
of detrital marine, lagoonal and non - marine sediments
consisting of sandstones, mudstones and conglomerates. These
sedimentary formations are generally flat -lying or dip gently
to the northwest in the subject area.
The Peninsular Range Province is traversed by several major
active faults. The Elsinore and San Jacinto Faults are the
major tectonic features. Both are strike -slip faults with
Predominantly right - lateral movements. The major tectonic
activity appears to be a result of right- lateral movements on
faults within the San Andreas Fault system.
r
Neptune II Project
Project No. E -0082
Page No. 8
5.5 Ground Failure
Failure within the upper portion of the bluff (terrace
depostis) is a distinct possibility should a significant
earthquake orcltr along the Rose Canyon Fault or other active
faults in the Southern California Region.
5.6 S ea Cliff Retreat
A variety of factor;; may affect the rate of retreat of coastal
sea cliffs composed of materials similar to those existing along
the westerly project boundary. These factors include but are
not limited to, the degree of induration of the sedimentary
materials composing the sea bluff, frequency and intensity of
wave and storm action, degree of orientation of fracturing,
amount of uncontrolled drainage runoff from adjoining up-
slope areas and other sources etc.
Studies performed for similar bluffs and environments
(Reference 1), have indicated that a conservative bluff retreat
rate of 0.2 -0.3 feet per year. or 10 -15 feet in about 50 years
may be applicable for the subject project. This rate is
supported by aerial photographic records. Given the poorly
_ cemented nature of the terrace deposits, unprotected bluffs
composed of this material may retreat relatively faster than
Protected bluffs or more cemented formations. It is important
to mention that bluff retreat is episodic , site specific and
strongly related to meteorological conditions, geologic
conditions and erosional agents.
Field reconnaissance of the sea bluff in the subject site
suggest the following stabilizing and destabilizing
characteristics in the current condition:
5.6.1 Stabilizing cha racteristics
The lower 22 to 25 feet of the sea cliff is
composed of moderately cemented and competent
Torrey Sandstone materials;
* The Torrey Sandstone Formation appears jointed
art(] fractured only in localized areas on the
subject site;
* Landscape and slope vegetation irrigation is
localized and minimal. Existing runoff from the
building pads is directed away from slope areas.
Neptune II Project
Project No. F. -0082
Page No. 0
5.6.2 Destabilizirief Characteristics
* The number and degree of jointing and fracturing
w. that occur in the areas presenting this condition;
* The direction and steep dip angle of the joints
r' and fractures of the Torrey Sandstone;
* Erosion and undermining of the lower portion of
the Torrey Sandstone by wave action, creating an
unstable condition of the areas presenting
jointing and fracturing. Failure of these materials
could create a hazard condition to the beach -
going public below and possibly result in loss or
undermining of foundational soils from beneath
the up -slope structures.
The Torrey Sandstone typically fails in the form
of large blocks that separate from the near-
-- vertical cliff often leaving the overlying poorly
cemented and poorly consolidated terrace deposits
with no down -slope support thus creating a
landslide condition and a hazard to -the public
down below and to the up -slope structures;
* The inadequacy of erosion protection either
natural or artificial leaving the face of the sea
bluff exposed to weathering from the environment
such climatic changes, rain runoff, animal
burrowing etcetera; and from human activity such
as up -slope landscape watering, non - planned
construction etcetera, thus eroding and /or
weakening the natural condition of the materials
on the face of the sea bluff.
5.7 Lands_liding and Slone Stability
Based on our review of pertinent documents and our
reconnaissance there are no indication of deep seated
landsliding on or adjacent to the subject site. However,
several shallow slope failures are known to have occurred
previously within the upper portion of the bluff. Studies
performed by others (Reference 2), suggest that similar
conditions were present in the adjacent property to the north
of the subject site at the time of-their investigation.
i
-ul.l
Neptune 11 Project
~' Project No. E -0082
Page No. 10
9+ Our site observation, reconnaissance and present evidence of
failures within the sipper portion of the sea bluff in the
subject area, suggest that these failures are related largely
to loss of support caused by failures within the Torrey
Sandstone.
5.8 Cliff Stabilita and Erosion
Future sea bluff retreat at the subject site with the present
conditions will largely depend on the rate of retreat of the
Torrey Sandstone. It is our opinion that the erosion of the
base of the sea cliff caused by wave action, weathering and
human activity, creates a constantly growing potential for
slope instability. The potential for erosion and slope instability
is considered high. It should be emphasized, however,. that
failure within the upper portion (terrace deposits) may occur
independent from failures in the Torrey Sandstone due to
-.� already overly steepened conditions.
5.9 Slone Stability Analysis
A slope stability analysis was performed on a typical section
(see Slope Stability Analysis, Appendix C ). The analysis was
_ based on a coliesion of 270 psf. a friction angle of 32 degrees
and a density of 102 pcf. The analysis was performed using
the STBL4 program, based on the simplified Janbu Method of
Slices assuming a rotational type. failure. The program
calculates 100 potential failure surfaces using 10 origination
and 10 termination points at the base and top of the section
calculated respectively. The analysis shows a critical value of
the factor of safety of 1.089 (see Slope Stability Analysis,
Appendix C), which indicates that the slope is marginally
stable and unless some method of stabilization is provided,
continued erosion, weathering, fracturing and /or jointing may
result in slope failure. As indicated by the analysis, the most
likely location of the failure is within the terrace deposits,
above the contact with the more competent Torrey Sandstone.
L
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 Conclusions
Based on the results of our investigation, it is
professional opinion that the failures ,occurred in the lo our
and upper wer
Portions of the sea bluff, present a permanent
hazard to the up -slope existing structures and improvements
as well as to the beach -going public below.
A
y
Neptune II Project
Project No. E -0082
Page No. 11
We therefore conclude that protection of the base of the sea
-� bluff and repair /protection of the upper portion will be
required to reduce the sea bluff retreat and associated
hazards.
6.2 Recommendations
As requested by the homeowners, we evaluated the possibilty
of constructing wave energy dissipator (rip -rap) to provide an
limited protection to the base of the bluff. We consider, based
on the previous experience that the utilization of rip -rap is a
y temporary solution to the erosion and undermining of the base
of the sea bluff. Furthermore, the present condition of the
sea bluff in some localized areas of the subject site is too
, severe for the utilization of a rip -rap as a temporary solution.
The degree of fracturing, jointing and base undermining is too
critical for the rip -rap to provide any kind of protection due
to the on going slope failures. More specifically these areas.
Are the upper and lower bluffs located at; The Milis residence
located at 470 Neptune Avenue, the adjacent southerly
extension on North El Portal Street and the property located
at 522/526 Neptune Avenue and extending approximately 10 to
15 feet into the adjacent properties to the north and south.
It is our experience that methods of rip -rap construction may
differ greatly due to access difficulties, site condition at the
time of construction and season.
It is our professional opinion that a well planned construction
work is not likely to affect the stability of the adjacent
properties. If construction is to be performed we recommend
that the contractor provide this office with a work plan prior
to the construction initiation for our review and approval..
As requested by the homeowners we are providing with a rip-
rap design for the subject site (for details refer to Figure 6,
Rip -Rap Details).
We recommend that a pre construction meeting be held at the
subject site with all the parties involved present, including
homeowner(s), design engineer, soils engineer, and
-� contractor(s) to answer and clarify all the questions that may
arise from the report prior to construction. We also
recommend that we are contacted to answer any questions
concerning the subject project.
' Neptune II Project
Project No. E -0082
Page No. 12
6.3 Limitations
,. The findings and recommendations of this report pertain only
to the project investigated and are based upon assumption
that the soil and geologic conditions do not deviate from those
disclosed in the investigation. This report is issued with the
understandings that it is the responsibility of the owners or
their representative to ensure that the information and
recommendations contained herein are brought to the attention
of the Civil Engineer and contractor.
This report, as requested by the homeowners, addresses only /
the construction of a r r i - along the base of the slope. ��'///
The upper portion of the bluff deposits) exhibits a
marginal stability and in some areas may collapse at any time
even if protection to the toe of the bluff is provided.
It is the owners responsibility to have this condition evaluated
and it is strongly recommended by this office that stabilizing
methods be provided to the upper section of the bluff as soon
as practical.
7.0 CONSTRUCTION INSPECTION AND LIMITATIONS
The recommendations provided in this report are based on our
observations. The interpolated subsurface conditions should be
checked in the field during construction by a representative of
Earth Systems Design Group. We recommend that all foundation
excavations and grading operations be observed by a representative
Of this firm so that construction is performed in accordance with the
recommendations of this report. Final project drawings should also
be reviewed by this office prior to construction.
The recommendations contained in this report are based on our field
study, laboratory tests, and our understanding of the proposed
construction. If any soil conditions are encountered at the site
which are different from those assumed in the preparation of this
report, our firm should be immediately notified so that we may
review the situation and make supplementary recommendations. In
addition, if the scope of the proposed structure changes from that
described in this report, our firm should also be notified. This
report has been prepared in accordance with generally accepted soil
and foundation engineering practices within the City of Encinitas
area.
Professional judgments presented herein are based partly on our
evaluations of the technical information gathered, partly on our
understanding of the proposed construction, and partly on our
general experience in the geotechnical field.
r
Neptune II Project
Project No. E -0082
Page No. 13
r
Our engineering work and judgments rendered meet current
professional standards. We do not guarantee the performance of the
project in any respect.
We do not direct the contractor's operations, and we cannot be
responsible for the safety of other than our own personnel on the
site; therefore, the safety of others is the responsibility of the
contractor. The contractor should notify the owner if he considers
any of the recommended actions presented herein to be unsafe.
r
APPENDIX A
REFERENCES
1. Artim, E.R., 1985, "Erosion and Retreat of Sea Cliffs, San Diego
County ", published research excerpt from California's Battered
Coast, Proceedings from a Conference on Coastal Erosion, San
y Diego, California ", edited by Jim Mcgrath, dated September, 1985.
2 "Preliminary Geotechnical Excavation, Bradley Residence, Lot
Adjacent to 560 Neptune Avenue, Leucadia, California "; prepared
by Buchanan -Rah illy, Inc., dated October 27, 1986
.r
' 3. "Geotechnical and Geological Study, Bradley Property 560
Neptune Avenue, Encinitas, California ", prepared by Owen
Consultants, dated June 30, 1989.
4. Eisenberg, L.I., 1983, "Pleistocene Marine Terrace and Eocene
- Geology, Encinitas, and Rancho Santa Fe Quadrangles, San Diego
County, California ", Master of Science Thesis, SDSU, dated
September 20, 1983.
5. Weber, F.H., 1982, "Recent Slope Failures, Ancient Landslides,
and related Geology of the North - Central Coastal Area, San
Diego County, California ", CDMG Open File Report 82 -12 LA, dated
July 1, 1982.
6. Abbot, P.L., (Editor) 1985, "On the Manner of Deposition of the
Eocene Strata in the Northern San Diego County, California, ";
San Diego Association of Geologists Publication, dated April 13,
1985.
7. Tan, S.S., 1986, "Landslide Hazards in the Encinitas Quadrangle,
San Diego County, California ", California Division of Mines and
Geology, Open File Report.
S. Kuhn, G.G. and F.P. Shepard, 1983, "Coastal Erosion in San Diego
County, California ", in Guidebook to Selected Geologic Features,
Coastal Area of Southern San Diego County, SDAG /AEG October,
1983, G.T. Farrand Editor.
9. U.S. Army Corps of Engineers, 1984, Shore Protection Manual,
Volumens I and II.
10. Kuhn, G.G. and F.P. Shepard, 1984, "Sea Cliffs, Beaches and
Coastal Valleys of San Diego, California ", Univ. Calif. Press.
11. Kern, K.R., 1983, "Earthquakes and Faults in San Diego:, Pickle
Press, San Diego California.
12. Ziony, J.I., Wentworth, C.M., Buchanan- Banks, J.M. and H.C. Wagner,
1974, "Preliminary Map Showing Recency of Faulting in Coastal
Southern California ", U.S. Geological Survey Map MF -585, Scale:
13. "County of San Diego Topographic Survey, Sheet 326 - 1677,
scale: 1 inch equals 200 feet, dated September 17, 1975 ".
14. "Earth Systems Design Topographic Survey, scale: 1 inch equals
40 feet, dated June 1992 ".
15. "Earth Systems Design Croup aerial photographs scale 1 inch
equals 300 flown June 8, 1992 ".
1
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FIG. 1
EARTH SYSTEMS DESIC)V CROUP � ���
1529 A Crand Avenue, Son Marcos. California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
DATE: 10 -07 -92 DWG. NO.:
PROJECT: REVISION:
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An
EARTH SYSTEMS DESIGN CROUP
1529 A Crond Avenue son Moreos. Wifornio 92069 SEA BLUFF Z NE E LOG, CROSS SECTION B -B
Phone (619) 4 71 -6351 Fax (619) 471 -7572 t�' r�I�Ia nI� Y OnTE i0 -8 -9' ow NO.: T 2SECr.DWG NE �� PROJECT
1
PROJECT' E0082 REVISION: -
J o po
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N O
EARTH SYS. Son DESIGN CROUP SEA BLUFF FACE LOG, CROSS SECTION C —C
` 1529 A Crand Avenue San Marcos, Colifornia 92069
Phone (619) 471 -6351 Fox (619) 471 -7572
DATE: 10 -8 -92 DWC. NO.: T- 3SECT.DWC
PROJECT: E0082 REVISION: NEPT 1 1 PROJECT
� T rl IRF' r
r15
.'
CUT SLOPE AS
RIP RAP ARMOUR STONE I
COVER (SEE NOTE
AT RIGHT)
MHT (AP 1 INDICATED BY
RIP RAP SHOULD SOILS ENGINEER
EXTEND TO ? FORMATION - '- ( 3 . 0)
MATERIAL AS INDICATED
BY SOILS ENGINEER
MLT (APPROX.)
? FORMATION
FILTER: STONE COVER WRAPPED
WITH FILTER FABRIC
* THE WEIGHT OF AN INDIVIDUAL ARMOR UNIT SHOULD BE:
5 TONS (MINIMUM 4 TONS, MAXIMUM 6 TONS)
THE NUMBER OF UNITS COMPRISING THE THICKNESS OF
THE ARMOR UNITS IS 2 (TWO)
NOTE:
RIP RAP PLACED AT SLOPE RATIO OF
1 1/2:1 REQUIRES SELECT PLACEMENT
RIP RAP NOTES: OF ROCK.
1. FILTER: 12" TO 18" THICK LAYER OF 2" TO 6" CRUSHED
ROCK. FILTER TO BE WRAPPED WITH MIRAFI 70OX FABRIC
OF SIMILAR, INSTALLED PER MANUFACTURERS RECOMMENDATIONS.
2. RIP RAP SHALL BE WELL GRADED FROM A MAXIMUM SIZE AT
LEAST 1.5 TIMES AVERAGE ROCK SIZE, WITH 1 IN. SPALLS
TO FILL VOIDS BETWEEN ROCKS.
3. RIP RAP, 4 TO 6 TON ROCK, BLANKET SHOULD EXTEND TO
FIRM MATERIAL AS INDICATED BY SOIL ENGINEER. ROCK TO BE
PLACED WITH A MINIMUM 36" THICKNESS; 4000 POUND MINIMUM
WEIGHT.
4. CUT SLOPE TO BE CONSTRUCTED AS DIRECTED BY SOIL ENGINEER
5. PRECAUTIONS SHOULD BE TAKEN AT ALL TIMES DURING
CONSTRUCTION TO PROTECT WORK AREA.
6. ALL WORK SHALL COMPLY WITH CALOSHA SAFETY STANDARDS.
7. CONSTRUCTION OF THE PROTECTIVE SLOPE SHALL BE INSPECTED
TO INSURE COMPLIANCE WITH THESE SPECIFICATIONS.
SCALE: 1 " =10'
EARTH SyS'7'ENIS DESIGN GRUUI'
1529 A Grand Avenue, San Marcos, CaliFornia 92069 RIP RAP DETAILS
Phone (619) 471-6351 Fax (619) 471 -7572 °fig
DATE: 11 -03 -92 DWG. NO.: 9600821.DWG NEP NEPTUNE U PROJECT
PROJECT: E0082 REVISION:
C' T rl IPP F
EARTH SYSTEMS DESIGN G
1529 A Grand Avenue, San Marcos, California 9 20 0 UP
Phone (619) 471 -6351 Fax (619) 471 - 7572
LOG OF BORING N O . ESD -1 NEPTUNE II
DATE OBSERVED 9 -16 -92 METHOD OF DRILLING HOLLOW STEM AUGER
LOGGED BY HOE GROUND ELEVATION 87.5 WORK ORDER N❑.
f.
i (L a 3 a o � �i
DESCRIPTION AND REMARKS
I 4 ��
l— {
FILL: Dark brown silty sand, fine to
SM medium grained, damp, loose to medium
dense.
SP @ 2.5 ft Terrace Deposits (Qt): Red brown
sightly silty sand, fine to medium
_ grained, moist, Medium dense.
5 g @ 4.0 ft Becomes moist to very moist,
12 medium dense to dense.
20
•— 10
9 @ 10.0 Ft Becomes dense
12 @ 11.0 ft Becomes yellowish brown with iron
25 oxide staining and medium dense.
@ 13.0 ft Becomes dense.
— )K No blow count.
)K @ 16.0 ft Light gray brown to yellowish
brown with iron oxide staining
slightly silty sand moist, medium
dense.
@ 18.0. ft Light gray to tan sand, fine to
medium grained, moist, loose to
_ 2 slightly dense, friable, very poorly
consolidated, cohesiontess.
PLATE B-1
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
LOG OF
BORING NO. ESD -1 NEPT UNE II
DATE OBSERVED 9-16 -92 METHOD OF DRILLING HOLLOW STEM AUGER
LOGGED BY HGE GROUND ELEVATION 87.5 WORK ORDER NO,
\ f/1
a a
DESCRIPTION AND REMARKS
a N o �w a
—2
30
20
12
—3
@ 33.0 ft Becomes, gray brown fine grained.
—3
No blow count.
—40 @ 40.0 ft Becomes light gray to yellowish
brown and fine to medium grained.
-
18
- 26
30
PLATE B -la
EAR TH S YS TEMS DESIGN GR 0 UP
1529 A Grand Avenue, San Marcos, California 92069
.� Phone (619) 471 -6351 Fax (619) 471 -7572
LOG O F BORING NO . ESD -1 NEPTUNE II
DATE OBSERVED 9-16 =92 METHOD OF DRILLING HOLLOW STEM AUGER
LOGGED By HGE GROUND ELEVATION 87.5
- WORK ORDER NO.
~ F o
a c o j A\ ti
w N J FN DESCRIPTION AND REMARKS
L50
i
I
I
i-5
w
l
15
90 @ 57.0 ft Torrey Sandstone (Tt) Light
gray brown sand, fine to Medium
grained, damp, dense to very
• -60
dense,
1
r
i _ 6 6
51
107 @ 65.0 ft Becomes saturated and dense.
Total depth 67.5 ft
Water @ 65.0 ft
No caving
- -70 Backfilled 9 -16 -92
i
PLATE B -1b
f'
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
i
SEA BLUFF FACE L ❑C N0, T -1 NEPTUNE II
DATE OBSERVED METHOD OF DRILLING N/A
LOGGED BY HGE GROUND ELEVATION MSL
WORK ORDER NO.
Li
-J \ N
f.. f
iL 3 a o u ti
y 0 D o DESCRIPTION AND REMARKS
Z) v
0
1
----
Beach Sand Deposits (Bet): Gray brown to
SM dark gray brown sand, find to medium
grained, most to wet, moderately dense,
5 unconsolidated.
@ 3.5 ft Torrey Sandstone (Tt) Light gray
brown to reddish brown and yello-
wish brown silty sand, saturated
dense to very dense, well to Mode
rately well indurated, massive.
Presents water seeps in the lower
10 6.5 to 7.0 feet, localized mudstone
layers, cross - bedding and joint and
fractures striking in a north -
southerly direction and dips of 72
to 85 degrees towards the east
and west.
@ 9.5 ft Becomes moist, and moderately
well indurated.
15
2
PLATE B -2
L' A R TH S )'STEMS DESI
1529 A Grand Avenue GN GR 0 UP
San
Phone (619) 471- 6351 Farr (619)C471 -7572 92069
SEA BLUFF FACE L N0 T NEPTUN II
DATE OBSERVED 9-2 -92 METHOD OF DRILLING N/A
LOGGED By HOE GROUND ELEVATION MSL
" WORK ORDER NO,
4 W �
N L�
Q
3 A DESCRIPTION AND REMARKS
2
@ 27.5 ft Becomes red brown silty sand
fine to Medium grained, dry to
SM damp, very dense, cemented in
3
iron oxide, very well indurated.
@ 28.5 ft Terrace Deposits (Qt) Light
gray to tan silty sand, fine to
coarse, very moist moderately
dense, friable, poorly to mode -
ratety indurated.
3 @ 34.0 ft Becomes moist.
Note: From contact up to 5.5 ft, the slope
face lies in an approximate 1.5:1 (H :V) and
is almost vertical from there up to about
10 ft from contact.
@ 36.0 f t End of tog.
40
5
PLATE B -2a
A R TH S YS TEMS
1529 A Grand Avenue, DESI G n
San Marcos, California l C ROUP
Phone (619) 4 71 - 6351 Fax (619) 471 -7572
SEA BLUFF FACE L ❑G �NO�T N
DATE OBSERVED 9'3-92 METHOD OF DRILLING N/A ��
LOGGED By HGE GROUND ELEVATION MSL
W WORK ORDER NO.
w iL 3� CL
= a
W C3 DESCRIPTION AND
AN REMARKS
w u zm
X
0
SP Beach Sand De osits' CBd) Gray brown to
SM dark gray brown sand fine to medium.
5 grained, Moist to wet, moderately dense;
unconsolidated.
@ 3.0 Ft Torrey Sandstone (Tt): Light `gray
brown to yellow brown and red
brown silty _sand, saturated, dense
to very dense, well indurated mas-
sive, presents water seeps to
about 6 feet, cross bedding, joint
10 and fractures, striking in a north -
southerly direction and dipping 76
to 85 degrees toward the east
and west.
@ 8.5 ft Becomes moderately well indurated.
@ 12.0 Ft Becomes moist.
15
2
Pi Arr R -�
STEMS DESIGN G
1529 A Grand Avenue, San Marcos, California 920
UP
EAR TH S)'
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF- FACE L ❑G .NCI T NEPTU II
DATE OBSERVED 9 -3 -92 METHOD OF DRILLING N/A
LOGGED By HGE GROUND ELEVATION MSL
WORK ORDER NO.
►= � r� 3 � W
K
C3 u �� o DESCRIPTION AND REMARKS
2
@ 27.0 ft Becomes red brown silty sand
medium grained, dry to damp,
SP very dense, cemented with iron
oxide, very well indurated.
3 @ 27.5 ft Terrace D e p osi t
s (Qt): Tan to
gray white sand coarse to fine
grained, moist to very moist,
SM moderately dense, friable, poorly
indurated.
@ 32.0 ft Becomes moist, moderately indura-
ted, and inter bedded with thin
3 layers ( approximately 1/4' to 112'
A
thick) of light brown to red
brown silty sand, cemented with
iron oxide.
.l Note: From the contact to about 4.5 feet
the slope face lies in an approximate 1.5:1
(H,V) angle and is almost vertical from
40 there up to about 15 ft from contact.
@ 39.0 ft End of log,
5
PI ATF" B -3a
2
EAR TH S YS TEMS DESIGN r D
UP
C
1529 A Grand Avenue, San Marcos, ornio 920
Phone (619) 471 - 6351 Fax (619) 471 -7572
SEA BLUFF- FACE LOG N[], T -3 NEPTUNE II
DATE OBSERVED 9-18 -92 METHOD OF DRILLING N/A
LOGGED By HGE GROUND ELEVATION 96 ft
WORK ORDER NO,
3 DESCRIPTION AND REMARKS
0
�W y —1 O F- V O
L3
p SM T
opsoil: Light brown to reddish brown silty
SM sand fine to medium grained, dry
to damp loose to medium dense,
@ 0.5 ft Quaternary Terrace Deposits (Qt)
red brown silty sand, fine, to
medium grained damp, dense to very
dense, massive.
l
2
' @ 30 Ft Becomes tan to reddish brown silty
sand fine to medium grained, damp
to moist, medium dnese to dense,
moderately consolidated, moderately
cemented.
I @ 37 ft Becomes light gray to tan silty
sand, fine to medium grained damp,
slighty dense, friable, poorly indu-
I rated, low cohesion, massive.
5
J
i
DI n Tr R —A
� EA RTH TH SYSTEMS DESIGN CROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 -6351 Fax (619) 471 -7572
SEA BLUFF FACE LOG NO T- II
DATE OBSERVED 9-18 -92 METHOD OF DRILLING N/A
LOGGED BY HGE GROUND ELEVATION 96 ft
WORK ORDER NO.
a 3 DESCRIPTION AND REMARKS
� a a
u
60
SM
' @ 68.5 f t Torre/ Sandstone <Tt> Red brown
silty sand, fine to meclium grained,
damp, very dense, cemented with
iron oxide, very well indurated.
@ 69.5 ft Becomes gray brown to reddish
• brown silty sand, fine to medium
grained, moist, dense moderately
well to well indurated, massive,
5 presents cross bedding.
@ 81.0 ft Becomes wet to very wet
@ 87.0 ft Water seeps.
SM @ 93.0 Ft Beach Sand Deposits Light gray,
gray brown sand, fine to medium
grained, moist, loose to moderatety
dense, unconsolidated.
PLATE B -4a
�TURAi 1)ENSTTY ANTI tt(17omtrnr+
� DRY DENSITY
SAMPLE NO. (DEN MOISTURE CONTENT
Ezra_ M .
119,4
ESD -1, 10 -11.5 8.4
108.1
ESD -1, 15 -16.5 7.1
111.1
ESD -1, 20 -21.5 4.6
�. 101.3
ESD -1, 25 -26.5 4.0
92.3
ESD -1, 35 -36 4.6
• 100.2
ESD - 1, 45 - 46 4.0
87.9 5.0
ESD -11 57 -58
99.4
ESD -1, 65 -66.5 9.1
99.6 20.0
T1 -S2, 19.5 107.6
Tl -S3, 27.5 3.3
106.4
T2 -S1, 7,0 2.0
108.3 13.9
T2 -S2, 19.0 111.1
T2 -S4, 35.0 3.0
93.9
' T3 -S1, 10.0 2.4
106.3
T3 -S2, 35.0 5.5
96.9
I T3 -S3, 60.0 3.2
95.9
T3 -S4, 70.0 5.1
109.1
T3 -S5, 78.5 4.2
{ 110.4
l T3 -S7, 85.0 11.7
108.1 14.5
I
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LryA R TH S YS TEMS DESIGN CROUP
1529 A Grand Avenue, San Marcos, California-92069
Phone (619) 471 - 6351 Fax (619) 471 -7572
r DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
a.
W 3.0
0
N
a '
Q
W
2
N
2.0
1.0
0
0 1.0 2.0
3.0 4.0 5.0
NORMAL PRESURE (PSF) 6.0
SYMBOL SAMPLE LOCATION COHESION (psf) FRICTION
-- ANGLE (•) REMARKS
t ® T1 -S3 @ 27.5 180 56.0
(60 FT) w at
X ESD @ 65.0 FT 200 41.5
i, e T1 -S2 @ 19.5XX at
2000 47,5 Tt
(68 FT)
FROM TOP OF BLUFF
XX FROM MEAN SEA LEVEL
t PROJECT NO. E0082 NEPTUNE II
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Y 1 1
EARTH .S' Y'S TEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069.
Phone (619) 471 -6351 Fax (619) 471 -7572
DIRECT SHEAR TEST RESULTS
6.0
1
I
5.0
4.0
fi ^
0-
d
1 3.0
H
W
2
H
2.0
t_ 1.0
1
F
0
0 1.0 2.0 3.0
4.0 5.0 6.0
NORMAL PRESURE (PSF)
SYMBOL SAMPLE LOCATION COHESION (psr) FRICTION
ANGLE (•) REMARKS
® T3 -SI C 10.0 FT 390 28,5 Qt
x T3 -S2 C 35.0 FT 270 32.0 Qt
A T3 -S3 C 60.0 FT
190 33.5 Qt
FROM TOP OF BLUFF
PROJECT NO. E0082
NEPTUNE II
EARTH SYSTEMS DESIGN GROUP
1529 A Grand Avenue, San Marcos, California 92069
Phone (619) 471 - 6351 Fax (619) 471 - 7572
DIRECT SHEAR TEST RESULTS
6.0
5.0
4.0
L n
H
a
f v
w 3.0
f
a
W
2
N
Jl + 2.0
r 1.0
1
06 1.0 2.0
3.0 4.0 5.0
6.0
NORMAL PRESURE (PSF)
SYMBOL SAMPLE LOCATION COHESION (psf) FRICTION
ANGLE (•) REMARKS
T3 -S4 @ 70.0 FT 1850 45.5
Tt
W
X T3 -S5 @ 78.0 FT 4680 23.5
Tt
A T3 -S7 @ 85.0 FT 3180 35.5
Tt
FROM TOP OF BLUFF
PROJECT NO. E0082
NEPTUNE II
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EARTH S}'STEAIS DESIGN CROUP
1529 A Crand Avenue, Son Marcos, California 92069 SEA BLUFF TYPICAL STABILITY CIRCLE
Phone (619) 471 -f>35i Fax (619) 471 -7572
DATE: 10 -8 -92 DWG. NO.:STABNEP2.DWG NE ll�p(� IB ��ry e���
PROJECT: E0082 REVISION: 11�`tE W
CIVIL ENGINEERING CONSULTANTS
C. I Randle, P-E, President
619 So. Vulcan Avenue, Suite 207 3^ ti L) F
Encinitas. California 92024
January 10, 1995 Phone- (619) 9444115
Fax: (619) 634-2401
Mr. Hans Jensen
City of Encinitas JUL 0 6) 1995
505 So. Vulcan Ave.
Encinitas, CA 92024
Subject:
Reference: Certification of Upper Bluff Stabilizing System
Mr. David Oakley, 498 Neptune Ave., Encinitas, CA
.Dear Mr. Jensen:
We have enclosed test data, ins p ection reports, concrete inspection
and test results. These are presented in a tabular form within the
attached tables.
Each table reflects a specific portion of work relative to the
following:
A. Depth of caisson
B. Depth of tieback
C. Test results of tiebacks
D. Any significant remarks relative to this
particular construction Procedure.
Appendix A is a compilation of daily field inspection reports and
concrete test results. This information is presented in a format
which reflects each individual site and is followed by the
appropriate test results. Please be advised several concrete test
results reflect concrete strength in_ two or more caissons,
contingent on the amount of concrete delivered to the site and
their locations. Therefore, in this light, portions of thse
reports will be duplicated. This is due to the concrete being
placed on two or more sites from the same concrete delivery.
Appendix B reflects limited soil density tests which were taken to
confirm the percent of relative compaction of the sand base beneath
the slab on grade construction. Prior to concrete placement in the
cantilevered deck, the soil was moistened.
Finally, a sketch of the site rough grade elevations is attached.
1 These will be presented to assure the City that these sites have
been graded to accommodate drainage from the rear of the
to the front street. The basic property
premise here is twofold; one is to
assure that no site drainage is permitted in a westerly direction
N-C.EE #4170 • CA RCE #C-22096 • AZ RC.E #11971 • NV R.C.E. #3037 WA C.E. #10776
CIVIL, STRUCTURAL, ANO SOILS ENGINEERING • GEOLOGY OSURVEY • CERTIFIED INSPECTION *SOIL AND MATERIAL TESTING FEASIBILITY STUDIES • CONTRACT MANAGEMENT
r
(or down- slope). Secondly, this drainage pattern conforms with
applicable City of Encinitas rating and drainage ordinances.
This concludes our report relative
p to installation of the upper
bluff tie -back system. It is the opinion of the undersigned that
the upper bluff support has been constructed according to plans and
specifications and will function as designed provided that a
responsible maintenance program be conducted in order to assure
that any remedial action is promptly included in the event of
external forces which might cause deterioration of the system
either through seismic activity, uncommonly heavy rainfall or other
associated acts of nature. Additionally, the entire bluff
remediation is to include a lower bluff "sea wall" and sufficient
mid -bluff landscaping. When all three areas of work are completed,
the entire stabilizing system may then be certified.
It is the understanding of the undersigned that the continued
construction of the lower bluff wall has been approved by the City
of Encinitas and the California Coastal Commission. Similarly, a
Geologic Hazard Abatement District is currently being formed. This
district will have the ability and funds necessary to provide
continued maintenance throughout the entire area of remediation.
This more specifically relates to the lower bluff protective
systems, some form of mid -bluff landscaping and when necessary, the
upper bluff stabilization which is addressed herein.
Sincerely, .
S JOH�y F� •.
Civi ineering Co ult Q
r �.
n il
L fro. C22096
Exp. Late 9/30%97
es J. a le, P. E.
R.C.E. 22096 President `f���. CIVIL
F OF C
' Enclosures Table A Depth of Caisson and Tieback
Table B Tieback Test Results
Table C Inspection, Test Results
Site Plan Location of Caissons, Tieback, Deck
Appendix A Daily Field Report
Appendix B Soil Density
Appendix C Concrete Test Results
Survey Drainage
r
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1
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1
TABLE A
1
1
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a
I CIVIL ENGINEERING, CONSULTANTS
c 1 . Randle. r F.ident
619 So. Vulcan Avenue, Suite 206
Encinitas, California 92024
' Phones (619) 944.4124
Fn= (619)
OAKLEY
24 12
CAIS TBS
1 32 50
2 32 50
3 32 50
4 32 50
5 32 50
6 32 50
CAISSONS: All caissons to depth.
sons dnile p
TIE BACKS: All tie backs drilled to depth and tested to 150% of design value.
Each was held for at least 15 min (as specified) at the required
load (per the lead sheet) as per plans.
t1Cr 7 4417n• Ir`. ^_nar, »R(F X11071 r1V n47.1':A(`r,wirI776
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TABLE B
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APPENDIX A
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INSPECTIC
:037 E. ORANGETHORPE AVE. (714) 579 -3639 AND
SUITE A TESTING
,Lt,ENTIA. CA. 92670
PRECISION ENTERPRISES
W P ECTORS X REINFORCED CONCRE STRUCT. STEEL ASSEMBLY
RT OF: PRE- STRESSED CONCRETE HIGH STRENGTH BOLTING
I REINFORCED MASONRY RE-BAR WELDING SHOP FIELD
JOB ADDRESS 498 Neptune Ave, PER93 111MBER J08389MBER
Encinitas ARCHITECT Civil Engineering Cons.
OWNEOyOResiden PROJEC NAME ENGINEER Charles John Randle
DESCRIBE MAT IL USED, MIX DESIGN, RE - BAR GEN'L CONT_- Soil Engineering
� STM A615 grade 60 reinforcement CONTRACTOR DOING REPORTED WORK
ix #292 - 4,000 PSI Soil Engineering Construction
!U E TION JO CATION OF WOREMARKSECAMOUNTEOF MATERIALSAPLACED,RETCEJECTEO,
g -17 Inspected placement of reinforcement and concrete for caissons i
9.5 cubic yards placed of Mix #292.
#1 and 3. Approximately
4 cylinders cast for testing. All in conformance with detail
C -2 & 0 -2 on Page 2 of 2 of approved structural drawings. rds
8 -18� Mod ®p lacement
lacement #n2,c4nsandd6tio4 cylindersicastlfor5testing
concrete
from caisson #2.
i
I
1
A ROVED B�'- `t-z =`-�� PERFORMED BY Joseph D'Amico
for PRECISION EN �ERPRISES REGISTRATION NUMBER 512/41952
r
2037 E. SUITE NSP ZC
G AVE. (714) 579 -3639 AND
ITE
ILACENTIA, CA. 92670 TESTING
PRECISION ENTERPRISES
7R'EP0RT ORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
OF:
PRE - STRESS ED CONCRETE HIGH STRENGTH BOLTING
REINFORCED MASONRY RE -BAR WELDING SHOP FIELD
RESS 502 Neptune & 498 Neptune PERMIT NUMBER JOB NUMBER
93 -111 389
Encinitas
ARCHITECT- Civil Engineering Cons -
OWNER OR PROJECT NAME
Klink Residence ENGINEER- Charles John Randle
DESCRIBE MAT'L USED. MIX DESIGN, RE--BAR GEN'L CONT.- Soil Engineering
ASTM A615 grade 60 reinforcement
Mix #292 - 4,000 PSI CONTRACTOR DOING REPORTED WORK
Soil Engineering Construction
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,
DATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -18 Inspected placement of reinforcement and concrete for caissons
#1, 3 & 5. Approximately 15 cubic yards placed of Mix #292.
4 cylinders cast for testing at caisson 05. Reinforcing conforms
with detail C -2 & D -2 on Page 2 of 2 of approved drawings.
Monitored placement and consolidation of approximately 15 yards
concrete 0 caissons # 2, 4 and 6. 4 cylinders cast for. testing
from caisson #C -4. All reinforcement in accordance with approved
drawings.
i
t PROVED BY- PERFORMED BY Joseph D'Amico
for PRECISION ENTE PRISES
_ REGISTRATION NUMBER 512/41952
1
APPENDIX H
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N�� Professional Service Industries, Inc.
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REPORT OF CONCRETE COMPRESSION TEST
TEST FOR: Precision Enterprises PROJECT: Housing Units498 & 502
4075 East La Palma Ave, Ste. X 498 & 502 Neptune V/Ave .
Anaheim, CA 92807 Bldg. Permit #: 93 -111
DATE: 13- Dec -93
PROJECT NO.: 059 - 30121
Tieback ((dd FIELD DATA
9 CATION OF PLACEMENT 5027Veptune Ave. Tieback's #5 & 6 @ /& #1 @ Oakley Res. (498 Neptune Ave.)
K rock
TE POURED: 14- Oct -93 SUPPLIER Palomar Ready Mix
E 4:30 pm DELIVERY TICKET NO/TRUCK 560654/886
SLUMP, IN. 81/2 MIX # & PROPORTIONS 390501
I R CONTENT, % N/A CEMENT 8.5 sk
R TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
II TE RECEIVED IN LAB 15- Oct -93 COARSE AGGREGATE
LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
BORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (Las) ON.) (SO.IN.) (PSI) X❑ Cylinders made by Others
7850A 023 7 21- Oct -93 27000 6X12" 28.27 960
50B 14 28- Oct -93 45000 6X12" 28.27 1590 Xa Cylinders picked up by PSI
50C 28 11- Nov -93 58000 6X12" 28.27 2050 representative.
7850D 60 13- Dec -93 70000 6X12" 28.27 2480 F Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specifications
XM Test results do not comply with
tCIFICATIONS 28 3000 applicable specifications.
REMARKS:
All information shown above. � � � TYPE OF FRACTURE, IFOTHER
THAN CONICAL
1 - Precison Enterprises �J
R
C i
NOTE: Tieback grout 28 day compressive strength was less than that specified,
however, tieback was stress tested in the field and conforms to the job
requirements Respectfully submitted,
Professional service Industries, Inc.
PSI A- 200 -4(2)
1 6867 Nancy Ridge Dr., Suite E o San Diego, CA 92121 Phone 619/455 -0544 Fax: 619/455 -1170
i
' ~ ALM" ff Professional Service Industries, Inc.
i
REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT: Housing Units #498
4075 East La Palma Ave, Ste. X 498 Neptune 0 Ave.
Anaheim, CA 92807 Bldg. Permit t 93 -111
DATE: 13- Sep -93
PROJECT NO.: 059 - 30121
FIELD DATA
LOCATION OF PLACEMENT Caissons /i4, 498 Neptune Ave.
DATE POURED: 16- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK 237590
SLUMP, IN. 3 1/2" mix # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type it
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
F ATE RECEIVED IN LAB 17- Aug -93 COARSE AGGREGATE 3/8" pump
IELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) (IN.) (SO.IN.) T" X❑ Cylinders made by Others
7184A 001 28 13- Sep -93 145000 6X12" 28.27 5130
71848 28 13- Sep -93 147000 6X12" 28.27 5200 X� Cylinders picked up by PSI
representative.
Cylinders delivered to PSI laboratory
by others.
RI Test results comply with applicable
specifications
Test results do not comply with
SPECIFICATIONS 28 1 4000 applicable specifications.
REMARKS: All information submitted with samples is shown
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
cc: 1 - Precison Enterprises
r �✓
Respectfully submitted,
Professional Service Industries, Inc.
PSI A- 200-4(2)
1 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone 619/455 -0544 Fax: 619/455 -1170
r
~� Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT: Housing Units #498
4075 East La Palma Ave, Ste. X 498 Neptune $#Wve .
Anaheim, CA 92807 Bldg. Permit # 93 -111
' DATE: 13 Sep - 93 PROJECT NO.: 059 - 30121
FIELD DATA
LOCATION OF PLACEMENT Wis son, 498 Neptune Ave.
DATE POURED: 13- Aug -93 SUPPLIER
TIME DELIVERY TICKET NOITRUCK
SLUMP, IN. MIX N & PROPORTIONS
AIR CONTENT, III NIA CEMENT
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 16- Aug -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE El Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) (IN.) (90.1N.) (PSQ X� Cylinders made by Others
7183A 28 10- Sep -93 132000 6X12" 28.27 4670
7183B 28 10- Sep -93 134000 6X12" 28.27 4740 X❑ Cylinders picked up by PSI
representative.
Cylinders delivered to PSI laboratory
by others.
a Test results comply with applicable
specifications
Ej Test results do not comply with
SPECIFICATIONS 28 4000 applicable specifications.
REMARKS: All Information submitted with samples is shown
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
cc: 1 - Precison Enterprises CONFORMS
r
Aespecttully submitted,
Protesslonal 8ervlce Industries, Inc.
PSI A- 200-4(2)
6867 Nancy Ridge Dr., Suite E 0 San Diego, CA 92121 0 Phone 619/455 -0544 Fax: 619/455 -1170
Professional Service Industries, Inc.
N
1
REPORT OF CONCRETE COMPRESSION TEST
, TESTED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #498
4075 East La Palma Ave, Ste. X 498 Neptune J#&AA
1 Anaheim, CA 92807 Bldg. Permit t 93 -111
, DATE: 16- Sep -93 PROJECT NO.: 059-30121
FIELD DATA
LOCATION OF PLACEMENT Caissons #2 , 498 Neptune Ave.
, DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK 237695
SLUMP, IN. 4" MIX # & PROPORTIONS 292
, AIR CONTENT, % N/A CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 3/8" pump
,DATE
FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON.) (SO.IN.) (PSQ Cylinders made by Others
7245A 005 7 25- Aug -93 95000 6X12" 28.27 3360
7245B 28 15- Sep -93 119000 6X12" 28.27 4210 X� Cylinders picked up by PSI
7245C 28 15- Sep -93 121000 6X12" 28.27 4280 representative.
7245D 28 15- Sep -93 120000 6X12" 28.27 4240 ❑ Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specifications
❑ Test results do not comply with
SPECIFICATIONS 26 4000 applicable specifications.
REMARKS:
TYPE OF FRACTURE, IF OTHER
g Q THAN t'ONICAL
1 CC: 1- Precison Enterprises `- /� O N F O R [1 �i S
' Respect fully submitted,
Professional Service industries, Inc.
PSI A- 200 -4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
, TESTED FOR: Precision Enterprises PROJECT: Housing Units #498
4075 East La Palma Ave, Ste. X 498 Neptune &A ve.
1 Anaheim, CA 92807 Bldg. Permit #: 93 -111
'DATE: 10- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT 498 J,(" Neptune (P -10) , Caisson #10
Ave.
DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
IME DELIVERY TICKET NO/TRUCK
SLUMP, IN. 4" MIX # & PROPORTIONS 292
, AIR CONTENT, % N/A CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 3/8" pump
,DATE
FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE a Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) QN.) (SO.IN.) (PSI) � Cylinders made by Others
7308A 009 7 25- Aug -93 125000 6X12" 28.27 4420
7308B 28 15- Sep -93 157000 6X12" 28.27 5550 X❑ Cylinders picked up by PSI
7308C 28 15 Sep - 93 160000 6X12" 28.27 5660 representative.
7308D 28 15- Sep -93 159000 6X12" 28.27 5620 Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specifications
Test results do not comply with
E S - PECIFICATIONS 28 4000 applicable specifications.
REMARKS:
TYPE OF FRACTURE, IF OTHER
Tww OONICAL
'cc: 1 - Precison Enterprises CONFORMS
Respectfully submitted,
Professional Service Industries, Inc.
PSI A- 200 -4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 a Phone: 619/455 -0544 Fax: 619/455 -1170
N Arft- 8 Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT: Housing Units #49
4075 East La Palma Ave, Ste. X 498 NeptuneAEOWAve.
Anaheim, CA 92807 Bldg. Permit #: 93 -111
' DATE: 10- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT 498 / t #1leptune Wt (P -5), Caisson #5
Ave..
DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK
SLUMP, IN. 4" MIX # A PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
' FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ❑ Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) QN.) (SQ.IN.) (PSO Q Cylinders made by Others
7307A 010 7 25- Aug -93 130000 6X12" 28.27 4600
7307B 28 15- Sep -93 142000 6X12" 28.27 5020 rX Cylinders picked up by PSI
7307C 28 15- Sep -93 144000 6X12" 28.27 5090 representative.
7307D 28 15- Sep -93 143000 6X12" 28.27 5060 Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specifcations
Tset results do not comply with
SPECIFICATIONS 28 4000 applicable specifications.
REMARKS:
TYPE of Fw►CrURE, IF OTHER
THAN CONICAL
,cc: 1 - Precison Enterprises - RM'z'3
1
' Respectfully subntlttsd,
Professional Service Industries, Inc.
PSI A- 200 -4(2)
' 6867 Nancy Ridge Dr., Suite E 0 San Diego, CA 92121 Phone 619/455 -0544 Fax: 619/455 -1170
'
Fx ii Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
, TESTED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #498
4075 East La Palma Ave, Ste. X 498 Neptune/~Ave.
Anaheim, CA 92807 Bldg. Permit #: 93 -111
DATE: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
r LOCATION OF PLACEMENT Caissons #3, 498 Neptune Ave.
DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK 237641
SLUMP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % NIA CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 3/8" pump
FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON.) (SO.IN.) (PSO a Cylinders made by Others
7185A_ 003 7 24- Aug -93 100000 6X12" 2827 3540
71858 28 14- Sep -93 150000 6X12" 28.27 5310 X❑ Cylinders picked up by PSI
7185C 28 14- Sep -93 152000 6X12" 28.27 5380 representative.
7185D 28 14- Sep -93 153000 6X12" 28.27 5410 ❑ Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specifications
❑ Test results do not comply with
SPECIFICATIONS 28 4000 applicable specifications.
REMARKS:
TYPE OF FFiACfURE, IF OTHER
THAN CONICAL
cc: 1 - Precison Enterprises l\4Ivi S
1
Respectfully submitted,
professional Service Industries, Inc.
PSI A- 200 -4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
r
Professional Service Industries, Inc.
1
REPORT OF CONCRETE COMPRESSION TEST
' TESTED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #0 #498
4075 East La Palma Ave, Ste. X 498 Neptune *#`Ave.
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
' DATE: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT Caissons #5, 498 Neptune Ave.
DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
' TIME DELIVERY TICKET NO/TRUCK 23769
SLUMP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type 11
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 318" pump
' FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE F1 Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (Los) ON.) (SO.IN.) (Pao a Cylinders made by Others
7246A 002 7 24- Aug -93 108000 6X12" 26.27 3820
7246B 28 14- Sep -93 152000 6X12" 28.27 5380 X❑ C picked up by Psi
' 7246C 28 14- Sep -93 155000 6X12" 28.27 5480 representative.
7246D 28 14- Sep -93 152000 6X12" 28.27 5380 Cylinders delivered to PSI laboratory
by others.
' X❑ Test results comply with applicable
specifications
❑ Test results do not comply with
SPECIFICATIONS 26 4000 applicable specifications.
REMARKS:
TYPE OF FRACTURE, IF OTHER
� r% THAN CONICAL
cc: 1 - Precison Enterprises
t
?!�, ; �-► 1
�� {vt
1
i
r Respect fully submitted,
Professional Service Industries, Inc.
PSI A-200-4(2)
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 a Phone 619/455 -0544 • Fax: 619/455 -1170
! m0% �o Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
�STED FOR: Precision Enterprises PROJECT: Housing Units #498
4075 East La Palma Ave, Ste. X 498 Neptune 004WAve.
Anaheim, CA 92807 Bldg. Permit #. 93 -111
ATE: 02- Dec -94 (Revised) PROJECT NO • 059-30121
FIELD DATA
LOCATION OF PLACEMENT 498 Neptune Ave., Tieback #3
j kTE POURED: 13- Dec -93 SUPPLIER Palomar Ready Mix
TIME DELIVERY TICKET NO/TRUCK
f UMP, IN. MIX # $ PROPORTIONS
R CONTENT, % N/A CEMENT
AIR TEMPERATURE, F WA WATER
SO NCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 16- Dec -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY ADMIXTURE
WX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
ORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylinders made by PSI representative
NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) (IN.) (SO.IN.) (PSI X❑ Cylinders made by Others
1; 2A 035 1 14- Dec -93 85000 012" 28.27 3010
2B 1 14- Dec -93 91000 6X12" 28.27 3220 X] Cylinders picked up by PSI
8272C 1 14- Dec -93 87000 6X12" 28.27 3080 representative.
F 1 14- Dec -93 90000 6X12" 28.27 3180
by others.
El Test results comply with applicable
spedflcatlone
Test results do not comply with
ECIFICATIONS 28
i r 3000 applicable specifications. .
RKS: No information supplied
TYPE OF FRACTURE, IF OTHER
THAN CONCAL
cc: 1 - Precison Enterprises
CON FO JR44S
ReVeccrully submitted .
essiona/ lnd 'ea, /nc.
Pt200-4(2)
' 6867 Nancy Ridge Dr., Suite E • San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
-
' ~.7 Professional Service Industries, Inc.
N
' REPORT OF CONCRETE COMPRESSION TEST
,TESTED FOR: Precision Enterprises PROJECT: Housing Units #498
4075 East La Palma Ave, Ste. X 498 Neptune A Ave.
Anaheim, CA 92807 Bldg. Permit #: 93 -111
SATE: 02 DOC - 94 (Revised) PROJECT NC • 059
. FIELD DATA
LOCATION OF PLACEMENT 498 Neptune Ave., Tieback #5
1 A TE POURED: 13- Dec -93 SUPPLIER Palomar Ready Mix
TIME DELIVERY TICKET NO/TRUCK
LUMP, IN. MIX # & PROPORTIONS
IR CONTENT, % N/A CEMENT
AIR TEMPERATURE, F N/A WATER
ONCRETE TEMPERATURE, F WA FINE AGGREGATE
ATE RECEIVED IN LAB 16- Dec -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY ADMIXTURE
,MIX DATA SUBMITTED BY
I
COMPRESSION TEST RESULTS
OBSERVATIONS
: 73B ABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylinders made by PSI representative
NUMBER NO.. AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) "M (IN.) (SO.IN.) (PSo Cylinders made by Others
73A 036 1 14- Dec -93 85000 6X12" 28.27 3010
1 14- Dec -93 86000 6X12" 28.27 3040 a Cylinders picked up by PSI
8273C 1 14- DOC -93 89000 6X12" 28.27 3150 representative.
73D 1 14- Dec -93 92000 6X12" 28.27 3250 E] Cylinders delivered to PSI laboratory
by others.
Z Tea rssuhs comply with applicable
speoloations
CIFICATION9 28
Test resuite do not comply with
3000 applloabls epecNkatlone.
REMARKS: ALL INFORMATION SUPPLIED IS NOTED ABOVE.
' TYPE OF FRACTURE, IF OTHER
THAN OONICAL
cc: 1 - Precison Enterprises
SL 3
' FOR
Respectfully submitted,
Ewanal rvice In striae, Inc.
A-20 �
I�
6867 Nancy Ridge Dr., Suite E 0 San Diego, CA 92121 Phone: 619/455 -0544 9 Fax: 619/455 -1170
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
619 So. Vulcan Avenue, Suite 207
Encinitas. California 92024
January 10, 1995 Phone: (619) 9444115
-2401
Mr. Hans Jensen Fax: (619) 634 JUL 0 G' 19 9 5
City of Encinitas
505 So. Vulcan Ave.
c. F 1�'-
Encinitas, CA 92024
Subject: Certification of Upper Bluff Stabilizing System
Reference: Dr. Harry Richards, 522 Neptune Ave., Encinitas, CA
Dear Mr. Jensen:
We have enclosed test data, inspection reports, concrete inspection
and test results. These are presented in a tabular form within the
attached tables.
Each table reflects a specific portion of work relative to the
following:
A. Depth of caisson
B. Depth of tieback
C. Test results of tiebacks
D. Any significant remarks relative to this
particular construction procedure.
Appendix A is a compilation of daily field inspection reports and
concrete test results. This information is presented in a format
which reflects each individual site and is followed by the
appropriate test results. Please be advised several concrete test
results reflect concrete strength in two or more caissons,
contingent on the amount of concrete delivered to the site and
their locations. Therefore, in this light, portions of these
reports will be duplicated. This is due to the concrete being
placed on two or more sites from the same concrete delivery.
Appendix B reflects limited soil density tests which were taken to
confirm the percent of relative compaction of the sand base beneath
the slab on grade construction. Prior to concrete placement in the
cantilevered deck, the soil was moistened.
Finally, a sketch of the site rough grade elevations is attached.
These will be presented to assure the City that these sites have
been graded to accommodate drainage from the rear of the property
to the front street. The basic premise here is twofold; one is to
assure that no site drainage is permitted in a westerly direction
N.C.E.E. #4170 • CA R.C.E. #C-22096 • AZ R.C.E. #11971 • NV R.C.E. #3037 • WA C.E. #10776
ENT
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY 9SURVEY • CERTIFIED INSPECTION *SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEM
' (or down- slope). Secondly, this drainage pattern conforms with
applicable City of Encinitas rating and drainage ordinances.
' This concludes our report relative to installation of the upper
bluff tie -back system. It is the opinion of the undersigned that
the upper bluff support has been constructed according to plans and
specifications and will function as designed grovided that a
' responsible maintenance program be conducted in order to assure
that any remedial action is promptly included in the event of
external forces which might cause deterioration of the system
' either through seismic activity, uncommonly heavy rainfall or other
associated acts of nature. Additionally, the entire bluff
remediation is to include a lower bluff "sea wall" and sufficient
' mid -bluff landscaping. When all three areas of work are completed,
the entire stabilizing system may then be certified.
' It is the understanding of the undersigned that the continued
construction of the lower bluff wall has been approved by the City
' of Encinitas and the California Coastal Commission. Similarly, a
Geologic Hazard Abatement District is currently being formed. This
district will have the ability and funds necessary to provide
continued maintenance throughout the entire area of remediation.
This more specifically relates to the lower bluff protective
systems, some form of mid -bluff landscaping and when necessary, the
upper bluff stabilization which is addressed herein.
' Sincerely, oQ ROFESS /0,
JOHN F'L
Civi ineering Co to
No. C2M rn �o
•
C rles J. Randle, P.E. O* 9l3Q19
R.C.E. 22096 President CIVI1.
9rF �F CAL1F���
Enclosures Table A Depth son and Tieback
Table B Tieback Test Results
Table C Inspection, Test Results
' Site Plan Location of Caissons, Tieback, Deck
Appendix A Daily Field Report
Appendix B Soil Density
Appendix C Concrete Test Results
Survey Drainage
TABLE A
1
t
1
CML ENGINEERING CONSULTANTS
1
C. J. Randle, P.E., President
619 So. Vulcnn Avenue, Suite 206
' Enciniins, Cnlirornin 92024
Phone: (619) 944 -3124
Fnx:(619) 942.6043
RICHARDS
24 " 9•'
' CAIS
TBS
1 42 50
' 2 42 50
3 42 50
4 42 50
' 5 42 50
6 42 50
' 7 42 50
8 42 50
. � 9 42 50
10 42 50
' 11 42 50
12 42 50
13 42 50
' 14 42 50
15 42 50
CAISSONS: All caissons drilled to depth.
' TIE BACKS: All tie backs drilled to depth and tested to 150% of design value.
' Any tie back that failed was redrilled and retested - all passed.
Each was held for at least 15 min (as specified) at the required
load (per the lead sheet) as per plans.
N C F r t 417 • (-A n r, F. A 7 n r 11971 • 1JV n r' r. # 101.7 • 'JA r [. ' 4 1 n776
_..... -. .nti ,i. .. .r: •irc:. ... •91 .i':F'•r- iial ritir: ,. v•r'I'U g ar: �• !iFSf ^.!!11'rL1!'. "PS .....'F.= ... -.-.
' TABLE B
1
1
1
1
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' r ao r aO ao r ao au r Oo r O r dO OD c0 aD aD ao vJ
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= 00 7 ao m ao ao ao ao 00 Co ao o`o ao co ao 3 co co ao co 0o ao as ao a 3 ao m a
i s r (V M - CC - aD - - O r - N M 7
T T T T
T #
1 APPENDIX A
1
1
1
1
2037 E. ORANGETHORPE AVE. INSPECTION
SUITE A ( 714) 579 -3639 AND
t ACENTIA, CA. 92670 TESTING
PRECISION ENTERPRISES
NSPECTORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
R EPORT OF=
PRE - STRESSED CONCRETE HIGH STRENGTH BOLTING
REINFORCED MASONRY RE -BAR WELDING SHOP FIELD
JOB ADDRESS 524 Neptune PERMIT NUMBER JOB NUMBER
93 -Ill 389
Encinitas
ARCHITECT- Civil Engineering Cons.
OWNER OR PROJECT NAME
Richards Residence ENGINEER- Charles John Randle
ESCRIBE MAT'L USED, MIX DESIGN, RE -BAR GEN'L CONT.- Soil Engineering
ASTM A615 grade 60 reinforcement
Mix #292 - 4,000 PSI CONTRACTOR DOING REPORTED WORK
Soil Engineering Construction
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,
ATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -13 Performed a visual inspection of reinforcing steel for caissons
(14) total. Reinforcing conforms with details C - 2 & D - 2 on Page 2
of 2 of the approved structural plans.
8 -16 Monitored placement & consolidation of approximately 30 yards of
4,000 psi concrete, Mix #292, to caissons numbered 2, 4, 6, 11, 13,
and 14. 4 cylinders cast for testing from caisson #4.
8 -17 Inspected placement of reinforcing and concrete for caissons #1,3,
5, 7, and 9. 4 cylinders cast for testing from caisson #5.
ADDROVED BY PERFORMED BY Joseph D'Amico
for PRECISION ENTERPRISES u
� � REGISTRATION NUMBER 512/41952
2037 E. ORANGETHORPE AVE. INSPECTION
SUITE A ( 714) 579 -3639 FIND
PLACENTIA, CA. 92670 TESTING
PRECISION ENTERPRISES - - - -
INSPECTORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
REPORT OF=
PRE - STRESSED CONCRETE HIGH STRENGTH BOLTING
REINFORCED MASONRY RE -BAR WELDING SHOP X FIELD'
JOB ADDRESS 478 Neptune PERMIT NUMBER JOB NUMBER
93 -111 389
Encinitas
ARCHITECT- Civil Engineering
OWNER OR PROJECT NAME
Residence ENGINEER Charles Randle
DESCRIBE MAT'L USED, MIX DESIGN, RE -BAR GEN'L CONT.- Soil Engineering Const 1
ASTM A615 grade 60 reinforcement
Mix # 292 - 4,000 PSI CONTRACTOR DOING REPORTED WORK
1 Soil Engineering Construction -
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,
DATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -23 Performed a visual inspection of reinforcing steel for caissons
(17) total. Reinforcing for caissons conform with details C -2 &
D - 2, page 2 of 2 of the approved drawings. Witnessed placement
& consolidation of approximately 9.5 yards of concrete 0 caissons
#2, 4, and 6 at 478 Neptune. 4 cylinders cast for testing
caisson # C -6.
1 �,
,APPROVED BY ._. <' 1 - X PERFORMED BY Joseph D'Amico
for PRECISION ENT I SES
REGISTRATION NUMBER 512/41952
' APPENDIX B
1
1
E ON c rn
o
U
C IO o a e
CN 0
as
A
oho
A � o o
w
e
LO
o
,� oorn
w
i, ce
O y
w
O
W A rs; w rS•w
a�
14 a -c
v N C
O� in W w w
0
� o rn �
U rn w
ad FZ rw
I � J
ZB�b M-09.91N I
Z7
2
l I I
� I I
` I C) I 0
I I
I I
J I
96. o I
C O
-
��
o Q
co
CL
I I o
1 1 1 1
1 I I I 1 CD
1 I 1 1 I I I W
1 1 1
�
it: 90 . � 1 � � � J ; I I ; I
10
�f o
9b
06
��� Professional Service Industries, Inc.
N
1
REPORT OF CONCRETE COMPRESSION TEST
R ESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
R ATE: 13 Sep - 93 PROJECT NO.: 059
FIELD DATA
,OCATION OF PLACEMENT
DATE POURED: 13- Aug -93 SUPPLIER
I ME DELIVERY TICKET NO/TRUCK
UMP, IN. MIX # & PROPORTIONS
AIR CONTENT, % N/A CEMENT
R IR TEMPERATURE, F N/A WATER
ONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 16- Aug -93 COARSE AGGREGATE
R ELD DATA SUBMITTED BY ADMIXTURE
IX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSNE Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (_BS) QN.) (90.11411.) (Pso X❑ Cylinders made by Others
7183A 28 10- Sep -93 132000 6X12" 28.27 4670
183B 28 10- Sep -93 134000 6X12" 28.27 4740 X� Cylinders picked up by PSI
representative.
❑ Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
speciftatlons
El Test results do not comply with
ICA
ECIFTION9 28 4000 applicable specifications.
EMARKS: All information submitted with samples is shown
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
1 - Preclson Enterprises w.
Respectfully submitted,
Professional Service Industries, Inc.
PSI A-200-4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax 619/455 -1170
Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
T ESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
,ATE: 13- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
1 0CATION OF PLACEMENT Caissons #4
r M TE POURED: 16- Aug -93 SUPPLIER Escondido Ready Mix
E DELIVERY TICKET NO/TRUCK 237590
SLUMP, IN. 3 1/2" MIX # 8t PROPORTIONS 292
IR CONTENT, % N/A CEMENT Type it
rIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
f E TE RECEIVED IN LAB 17- Aug -93 COARSE AGGREGATE 318" pump
LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY 00 RATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE EJ Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STREWTH
( DAYS) (LBS) QN.) (90.11N.) .) Q'SQ X❑ Cylinders made by Others
7184A 001 28 13- Sep -93 1450 6X12" 28.27 5130
84B 28 13- Sep -93 147000 6X12" 28.27 5200 X� ty llndsn picked up by PSI
representative.
Cylinders delivered to PSI laboratory
by others.
X❑ Test results campy with applicable
specifications
Test results do not comply with
CIFICATIONS 28 4000 applicable specifications.
ARKS: All Information submitted with samples is shown
TYPE OF FTiACTL4W, IF OTHER
THAN CONICAL
Precison Enterprises 1 . : ;.,� i *•.,
' RespectAilly submitted,
Professional Service industries, Inc.
PSI A- 200 -4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
' M0% Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #524
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
L E: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
F CATION OF PLACEMENT Caissons #5
E POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
T DELIVERY TICKET NO/TRUCK 23769
UMP, IN. 4" MIX # & PROPORTIONS 292
R CONTENT, % N/A CEMENT Type 11
R TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 3/8" pump
ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylindem made by PSI representative
NUMBER NO.: AGE TEST LOAD DIETER AREA STRENGTH
AM
(DAYS) (-BS) (1N -) (Bp,IN,) (PSG Cytinders made by Olhers
7246A 002 7 24- Aug -93 108000 6X12" 28.27 3820
46B 28 14- Sep -93 152000 6X12" 28.27 5380 Cylinders picked up by PSI
46C 28 14- Sep -93 155000 6X12" 28.27 5480 representative.
46D 28 14- Sep -93 152000 6X12" 28.27 5380 Cylinders delivered to PSI laboratory
by others.
F RO Test results comply with applicable
specifications
Test results do not comply with
I ECIFICATIONS 28 4000 applicable sp"ficatlons.
NEM ARKS:
TYPE OF FRACTURE, IF tmM1A
( r ' THAN CONICAL
�".
Precison Enterprises .,._., — .• � �. t�j i �
r i
Respectfully submitted,
Professional Serv/ce Industries, Inc.
PSI A- 200-4(2)
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
Em
' ~�i Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
LED FOR: P r rises PROJECT: Housing Units Bldg. #498
P re c ision Enterprises
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
1 ATE: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
J D CATION OF PLACEMENT Caissons #3
J ATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO/TRUCK 237641
LUMP, IN. 4" MIX # & PROPORTIONS 292
IR CONTENT, % N/A CEMENT Type II
R TEMPERATURE, F N/A WATER
ONCRETE TEMPERATURE, F N/A FINE AGGREGATE
I ATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 318" pump
ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ❑ Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON.) (SO.IN.) (PSQ X� Cylinders made by Others
7185A 003 7 24- Aug -93 100000 6X12" 28.27 3540
1S5B 28 14- Sep -93 150000 6X12" 28.27 5310 X� Cylinders picked up by PSI
85C 28 14- Sep -93 152000 6X12" 28.27 5380 representative.
185D 28 14- Sep -93 153000 6X12" 28.27 5410 F� Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specifications
Tsai results do not comply with
1 ECIFICATIONS 28 4000 applicable specifications.
EMARKS:
TYPE OF FRACTURE, IF OTHER
+ THAN CONICAL
Precison Enterprises
Respectfully submitted,
Professional Service industries, Inc.
PSI A- 2W -4(2)
1 6867 Nancy Ridge Dr.. Suite E San Diego, CA 92121 Phone 619/455 -0544 Fax: 619/455 -1170
t MO% Professional Service Industries, Inc.
N
1
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
DATE: 16- Sep -93 PROJECT NO.: 059-30121
FIELD DATA
CATION OF PLACEMENT 524 Neptune Street
ATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
� ME DELIVERY TICKET NO/TRUCK
SLUMP, IN. 4" MIX # & PROPORTIONS 292
IR CONTENT, % N/A CEMENT Type II
IR TEMPERATURE, F N/A WATER
I
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
ATE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
�IELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRE881VE Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON.) (SO.IN.) (Pao Cylinders made by Others
7244A 011 7 25- Aug -93 112000 6X12" 28.27 3960
24,48 28 15- Sep -93 132000 6X12" 28.27 4670 a Cyllnders picked up by PSI
244C 28 15- Sep -93 134000 6X12" 28.27 4740 representative.
7244D 28 15- Sep -93 135000 6X12" 28.27 4780 Cylinders delivered to PSI laboratory
by others.
X� Test results comply with applicable
specifications
❑ Test results do not comply with
PECIFICATIONS 28 4000 applicable specifications.
EMARKS:
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
1 c: 1 - Precison Enterprises
Respectfully submitted,
Professional Service Industries, Inc.
PSI A- 200-
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone 619/455-0544 Fax 619/455 -1170
P Big � Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
T ESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
I ATE: 20- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
�OCATION OF PLACEMENT 478 Neptune Street (C -5)
ATE POURED: 25- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO[TRUCK
I
SLUMP, IN. 4" MIX # & PROPORTIONS 292
IR CONTENT, % N/A CEMENT Type 11
IR TEMPERATURE, F N/A WATER
I
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
ATE RECEIVED IN LAB 26- Aug -93 COARSE AGGREGATE 3/8" pump
I ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ❑ Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON) (SO IN.) (PSI) Xl Cylinders made by Others
7305A 012 7 01- Sep -93 102000 6X12" 28.27 3610
3058 28 22- Sep -93 132000 6X12" 28.27 4670 � Cylinders picked up by PSI
305C 28 22- Sep -93 135000 6X12" 28.27 4780 representative.
7305D 28 22- Sep -93 137000 6X12" 28.27 4850 E] Cylind•n dellversd to PSI laboratory
by others. El Test results comply with applicable
specifications
❑ Test results do not comply with
S PECIFICATIONS 28 4000 applicable specifications.
EMARKS:
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
1 c: 1 - Precison Enterprises
Respectfully submitted,
' Professional Service industries, Inc.
PSI A- 2W-4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 a Fax: 619/455 -1170
' N� Professional Service Industries, Inc. ff
MLN ' REPORT OF CONCRETE COMPRESSION TEST
�ESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
TE 02-Dec-94 PROJECT NO.: 059 -
FIELD DATA
LOCATION OF PLACEMENT North and of tiebacks #4,5,6,7
t TE POURED: 02- Nov -93 SUPPLIER Palomar Ready Mix
TIME 4:00 prn DELIVERY TICKET NO/TRUCK 570822/921
UMP, IN. 10' MIX # & PROPORTIONS 399001
R CONTENT, % N/A CEMENT 9 sack
AIR TEMPERATURE, F N/A WATER
r TE CRETE TEMPERATURE, F N/A FINE AGGREGATE
RECEIVED IN LAB 03- Nov -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY R. Shultz ADMIXTURE
WX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
TORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPREMM Cylinders made by PSI representative
NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) DAM ON.) (SO.IN.) (PSI) X❑ Cylinders made by Others
1t 9A 025 7 09- Nov -93 43000 6X12' 28.27 1520
9B 14 16- Nov -93 53000 6X12" 28.27 1870 X❑ Cylinders picked up by PS
8059C 28 30- Nov -93 73000 6X12' 28.27 2580 rspresentatwe.
�9D 60 01- Jan -94 86000 6X12' 28.27 3040 Cynnden del to PSI laboratory
by others.
a Test results comply with applIcable
epecllleatbns
Tat re,utts do not comply with
cIFICATIONS �28 3000
14 All speclhcatlons.
R�IIARKS: 60 -day break meets 28 -day requirement.
All information shown above. TYPE OF FRACTURE, IF OTHER
THAN OONIM
cc: 1 - Precison Enterprises
Reapectlu!!y ttubnriaed,
aai e! lnduetYle
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
' [ Amolk 4h;ff Professional Service Industries, Inc.
' REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
1
DATE: 02- Dec -94 (Revised) PROJECT NO.: 059 -30121
I OCATION OF PLACEMENT North end tie - backs, #8 -10 FIELD DATA
L E
E POURED: 04- Nov -93 SUPPLIER Palomar Ready Mix
3:20 pm DELIVERY TICKET NO/TRUCK 5 7 1 1 22192 1
SLUMP, IN. 10e a MIX # & PROPORTIONS
1 399001 IR CONTENT, %
N/A CEMENT
IR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F WA FINE AGGREGATE
t ELD TE RECEIVED IN LAB 05- Nov -93 COARSE AGGREGATE
DATA SUBMITTED BY R. Schutz ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
ToRV REPORT TEST OBSERVATIONS
GATE OF TOTAL CYLINDER
NUMBER NO.: AGE TEST LOUD DIAMETER UND COYPR yE � Cylinders made by P231 repreNnatlw
srRENGTH
(DAYS) (LBS) (Pal)
5A 027 7 i l - Nov -93 42000 8X12 Cy linders mod. by oth
B 28.27 1490
14 18- Nov -93 72000 6X12• 28.27 2550 D
C 28 02- Dec -93 78000 6X12' 28 27 2760 Cylinders poked up by PSI
8055n 60 03 -Jan -94 93000 6X12" 28 27 representative.
3M C Yllndsre delivered to PSI laboratory
by others.
Xa Teat results comply with applicable
Specifications
RCATIONS TM results do not comply with
3000 applicable specHioadons.
meets 28 -day specification.
REMARKS: 60 7 day break
'
All information shown above.
• 4 -inch slump on batch ticket TVPEOF FRACTURE, FOTHER
TH N CON=AL
1 - Precison Enterprises ,,^� y , �✓
' Respectfully submitted,
PSI A- 200..4M � 0 &i Ind, OR I/7D.
' 6867 Nancy Ridge Dr, Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax 619/455 -1170
' 1 60 = Eff Professional Service Industries, Inc.
' TEST
REPORT OF CONCRETE COMPRESSION ,
I STED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #- 93 -111
L E: 13- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
I CATION OF PLACEMENT
DATE POURED: 13- Aug -93 SUPPLIER
rU E DELIVERY TICKET NO/TRUCK
MP, IN. MIX # & PROPORTIONS
AIR CONTENT, % N/A CEMENT
TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 16- Aug -93 COARSE AGGREGATE
F )X LD DATA SUBMITTED BY ADMIXTURE
DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE El Condom made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
( DAYS) "M (IN.) (SO.IN.) (Pet) XM Cylinders made by Others
83A 28 10- Sep -93 132000 6X12" 28.27 4670
83B 28 10- Sep -93 134000 6X12" 28.27 4740 aX Condors picked up by PSI
representative.
❑ Cylinder* deMered to PSI "oratory
by others.
' Teat result* comply with opplicabb
specifications
Test result* do not comply with
CIRCATIONS 281 4000 sppllooble epeoulooll".
ARKS: All Information submitted with samples is shown
TYPE OF FRACTURE. F OTHER
. � _ � -11% TTNAN oDRNL
CA
1 - Precison Enterprises , roll
ReWwftlly submitted,
' Professional SerWoe Industdee, Inc.
PSIA-200-4M
1 6867 Nancy Ridge Dr- Suite E e San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
I TE: 13- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
I CA71ON OF PLACEMENT Caissons #4
I U TE POURED: 16- Aug -93 SUPPLIER Escondido Ready Mix
E DELIVERY TICKET NOITRUCK 237590
MP, IN. 31/2" MIX # & PROPORTIONS 292
CONTENT, % N/A CEMENT Type 11
TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 17- Aug -93 COARSE AGGREGATE 3/8" pump
LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER OOMPRESBIVE Cylinders mode by PSI mpresentatNe
NUMBER NO.: AGE TEST LOAD DIAMETER AREA 9TiEN13TH
(DAYS) 6.88) (IN.) (9111N.) (POO 7C❑ Cylinders mode by Others
7184A 001 28 13- Sep -93 145000 6X12" 28.27 5130
IrB 28 13- Sep -93 147000 6X12" 28.27 5200 X� Cylinders picked up by PSI
rspresents"I".
El Cylinders deNwred b PSI laboratory
by others.
Test result* oomply with applicable
specifications
Test result* do not oomply wkh
IRCATIONS 1 28 1 sppNooble speolf oatlons.
FEM ARKS: All Information submitted with samples Is shown
TYPE OF FRACTURE, F OTHER
THAN CONICAL
1 - Precison Enterprises
' Respeoftfly submitted.
Professional Service Industries, Inc.
PSI A- 200 -AM
1 6867 Nancy Ridge Dr- Suite E • San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
' N Arft- ff Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
TED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #524
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
L 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT Caissons #5
DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
E DELIVERY TICKET NO/TRUCK 23769
MP, IN. 4• MIX # S PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
TEMPERATURE,F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 318 pump
LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
DATA SUBMITTED BY
' COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER OOMPFE88NE Cylinders made by P81 representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA BTRENGTH
(DAYS) aim (IR•) ( (PE) Cylinders made by Others
6A 002 7 24- Aug -93 108000 6X12" 28.27 3820
7 6B 28 14- Sep -93 152000 6X12' 28.27 5380 X� Cylind.0 picked up by PSI
6C 28 14- Sep -93 155000 6X12" 28.27 5480 repteeenta*we.
6D 28 14- Sep -93 152000 6X12' 28.27 5380 F Cylinders dellvered to PSI laboratory
by others.
' Xa Test results comply with applicable
specifications
Test results do not comply wM
s IFICATIONS 28 4000 applic" speciflcatbne•
ARKS:
TYPE OF FRACTURE, F OTHER
' THAN CONICAL
I r C' 1 - Precison Enterprises
i
i
' ReapectAully su&WITed,
P►oAvaalonal Soivlca Indualilev, Inc.
PSI A-200-4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
MO% �� Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #498
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
I TE: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT Caissons N3
DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
tU E DELIVERY TICKET NO/TRUCK 237641
MP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
N TEMPERATURE, F N/A WATER
CRET TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 3/8" pump
t LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
X DATA SUBMITTED BY
' COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylinders mad. by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) (IN.) (SO.IN.) (PSI) Cyllnd.n made by Others
7185A 003 7 24- Aug -93 100000 6X12" 28.27 3540
0 85B 28 14- Sep -93 150000 6X12" 28.27 5310 Xa Cylinders picked up by PSI
85C 28 14- Sep -93 152000 6X12" 28.27 5380 reprssentathr..
85D 28 14- Sep -93 153000 6X12" 28.27 5410 Cylinder@ delivered to PSI laboratory
by other..
' Test results cornply with applicable
specifications
Test results do not comply with
CIFICATIONS 26 4000 applicable specifications.
JIM ARKS:
TYPE OF FRACTURE, IF OTHER
- _ THAN CONICAL
1 - Precison Enterprises `1
Respectfully submitted,
' Professional Service Industries, Inc.
PSI A- 2W-4(2)
' 6867 Nancy Ridge Dr.. Suite E San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
' t Mmb�� Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
L ED FOR: Precision Enterp PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit M: 93 -111
I TE: 16-Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT 524 Neptune Street
E POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
4"
E DELIVERY TICKET NO/TRUCf T K
SLUMP, IN. MIX # & PROPORTIONS 292
CONTENT, % N/A CEMENT Type II
E TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE D Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH ❑
(DAYS) "M (IN.) (SO.IN.) 0" Cylindew made by Others
7244A 011 7 25- Aug -93 112000 6X12" 28.27 3960
ep
44B 28 15- S-93 132000 6X12" 28.27 4670 �X Cyllndwo picked rep by PSI
44C 28 15- Sep -93 134000 6X12" 28.27 4740 representative.
7244D 28 15 Sep -93 135000 6X12" 28.27 4780 E-1 Cylinders delhrerea to PSI laboratory
NY
others.
Test results comply with applicable
specifications
El Test results do not oompiy with
I ECIFICATIONS 1 28 1 4000 applicable specifications.
ARKS:
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
Precison Enterprises r
In
' Respectfully submitted,
Professional Service /ndustriee, Inc.
PSI A- 200.4(2)
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
' U I AMft lc- IF Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
L ED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit N: 93 -111
L E: 20- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
F CATION OF PLACEMENT 478 Neptune Street (C -5)
TE POURED: 25- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO/TRUCK
UMP, IN. 4" MIX M & PROPORTIONS 292
R CONTENT. % N/A CEMENT Type II
R TEMPERATURE, F N/A WATER
ONCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 26- Aug -93 COARSE AGGREGATE 3/8" pump
ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ED Cylindere mode by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
PAYS) CBS) (IN.) (SO.IN.) (PSI) X� Cylinders mode by Others
7305A 012 7 01- Sep -93 102000 6X12" 28.27 3610
05B 28 22- Sep -93 132000 6X12" 28.27 4670 FX Cylinders picked up by PSI
05C 28 22- Sep -93 135000 6X12" 28.27 4780 representative.
305D 28 22- Sep -93 137000 6X12" 28.27 4850 r Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specifications
Test results do not eompy with
ECIFICATKNI9 28 4000 applicable specifications.
EMARKS:
TYPE OF FRACTURE. IF OTHER
THAN OONIC AL
Precison Enterprises
Respectfully submitted,
' Professional Service Industries, Inc.
PSI A- 200-4(2)
1 6867 Nancy Ridge Dr., Suite E a San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
' �?-� Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
FO Precision Enterprises PROJECT. Housino Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit N: 93 -111
.1
TIT 02- Dec -94 PROJECT NO.: 059 -30121
FIELD DATA
OF PLACEMENT North end of tiebacks #
POURED: 02- Nov -93 SUPPLIER Palomar Ready Mix
E 4:00 pm DELIVERY TICKET NOITRUCK 570822/921
MP, IN. 10' MIX # & PROPORTIONS 399001
CONTENT, % WA CEMENT 9 sack
A TEMPERATURE,F WA WATER
CRETE TEMPERATURE, F N/A FINE AGGREGATE
RECEIVED IN LAB 03- Nov -93 COARSE AGGREGATE
D DATA SUBMITTED BY R. Shultz ADMIXTURE
_ DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
TORY REPORT TEST DATE OF TOTAL CVLWDER CYLWOER C011PRFSSIVE Cylinders made by Psi mpresen" dw
UMSER NO.: AGE TEST LOAD DIAMETER AREA STFI MMM
MAY9) RSS) (K) (SCLIN•) (P80 X� Cylinders made by Other
A 025 7 09- Nov -93 43000 6X12' 28.27 1520
8 B 14 16- Nov -93 53000 6X12' 28.27 1870 XQ
�9C Cylinder picked uP by PBI
26 30- Nov -93 73000 6X12' 28.27 2590 repeesentailvs.
D 60 01- Jan -94 86000 6X12' 28.27 3040 Cyllndem dell0wed to Psi labor m"
by oftre.
XM Teet resub comply erllh appileable
speoltloatks+s
SP FICATIONB 2a , applicable speemosuam.
Test results do not comply with
REMARKS: 60 -day break meets 28-day requirement.
I All Information shown above. TVPEOFFRWnRW -IF OTHER
cc: 1 - Precison Enterprises THAN CONICAL
Respect&* tubmfttod,
F /� hiduable
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
�low Professional Service Industries, Inc.
N
' REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT:
4075 East La Palma Ave, Ste. X Herne Units
Neptune Street
Anaheim, CA 92807
Bldg. Permit tr: 93 -111
DATE: 02 Dec -94 (Revised)
PROJECT NO.: 05$ -30121
CATION OF PLACEMENT North and tie - backs, +Y8 -10 FfELD DATA
TE POURED: 04- Nov -93 SUPPLIER
E Palomar Ready Mix
3:20 pm DELIVERY TICKET NO/TRUCK 571122/921
CONTENT, 95
SLUMP, 10• MIX # & PROPORTIONS 399001
N/A CEMENT
TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
r w RECEIVED IN LAB 05- Nov -93 COARSE AGGREGATE
DATA SUBMITTED BY R. Schiltz ADMIXTURE
MIX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
W TEST DATE of OBSERVATIONS
rIOTAL C"JNM cn�oEw OOIrPnE,ewE
MBEA NO: AGE TEST LOAD OUNErm AM � OyAnden nrde by Pet mM.eetatlre
(DAYS) WHO pal) (eD.pi) fPeb
8055A 027 7 11- Nov -93 42000 6X12" 28.27 Orllndem mode by 00we
B 14 18 -Nov -93 72000 6X12• 1490
C 28.27 2550 X� Oytlndem oohed up by Pei
28 02 Dec -93 78000 6X12• 28.27 2760
8055D 60 03 -Jan -94 wpreeentatlw.
93000 6X12• 26.27 3290 Oym dere dwwemd to P81 w wetory
by eMM
X� Tat neub =M* WM ePeMoeble
gedtbatown
GTIOWB Tat n»uhe de not t ORWY with
ARKS: 60 break meets 28 3000 '°°"ai°t"P""'0'dO^•
Y speClfk:ation.
All information shown above.
' • 4 -inch slump on batch ticket TvPEOFFnAGTUMwC qM
TMU ODNCAL
1 - Precison Enterprises e
A 200 �t3�!awaN/ kndl /na
6867 Nancy Ridge Dr.. Suite E San Diego. CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.F-, President ✓
619 So. Vulcan Avenue, Suite 207
"J
Encinitas, California 92024
January 10, 1995 Phone: (619) 944-4115 - ------
Fax: (619) 634-2401 JUL 0 r"i 1995
Mr. Hans Jensen N iS, i 1, i i
F
City of Encinitas Ci]-Y
505 So. Vulcan Ave.
Encinitas, CA 92024
Subject: Certification of Upper Bluff Stabilizing System
Reference: Mr. Davis Klinck, 502 Neptune Ave., Encinitas, CA
Dear Mr. Jensen:
We have enclosed test data, inspection reports, concrete inspection
and test results. These are presented in a tabular form within the
attached tables.
Each table reflects a specific portion of work relative to the
following:
A. Depth of caisson
B. Depth of tieback
C. Test results of tiebacks
D. Any significant remarks relative to this
particular construction procedure.
Appendix A is a compilation of daily field inspection reports and
concrete test results. This information is presented in a format
which reflects each individual site and is followed by the
appropriate test results. Please be advised several concrete test
results reflect concrete strength in two or more caissons,
contingent on the amount of concrete delivered to the site and
their locations. Therefore, in this light, portions of these
reports will be duplicated. This is due to the concrete being
placed on two or more sites from the same concrete delivery.
Appendix B reflects limited soil density tests which were taken to
confirm the percent of relative compaction of the sand base beneath
the slab on grade construction. Prior to concrete placement in the
cantilevered deck, the soil was moistened.
Finally, a sketch of the site rough grade elevations is attached.
These will be presented to assure the City that these sites have
been graded to accommodate drainage from the rear of the property
to the front street. The basic premise here is twofold; one is to
assure that no site drainage is permitted in a westerly direction
N.C.E.E. #4170 • CA R.C.E. #C-22096 e AZ R.C.E. #11971 • NV R.C.E. #3037 e WA C.E. #10776
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY *SURVEY • CERTIFIED INSPECTION *SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEMENT
for down - slope). Secondly, this drainage pattern conforms with
applicable City of Encinitas rating and drainage ordinances.
' This concludes our report relative to installation of the upper
bluff tie -back system. It is the opinion of the undersigned that
the upper bluff support has been constructed according to plans and
specifications and will function as designed provided that a
' responsible maintenance program be conducted in order to assure
that any remedial action is promptly included in the event of
external forces which might cause deterioration of the system
either through seismic activity, uncommonly heavy rainfall or other
associated acts of nature. Additionally, the entire bluff
remediation is to include a lower bluff "sea wall" and sufficient
mid -bluff landscaping. When all three areas of work are completed,
the entire stabilizing system may then be certified.
' It is the understanding of the undersigned that the continued
construction of the lower bluff wall has been approved by the City
' of Encinitas and the California Coastal Commission. Similarly, a
Geologic Hazard Abatement District is currently being formed. This
district will have the ability and funds necessary to provide
continued maintenance throughout the entire area of remediation.
This more specifically relates to the lower bluff protective
systems, some form of mid -bluff landscaping and when necessary, the
upper bluff stabilization which is addressed herein.
Sincerely, ,� �� =S d
jo
Civ ineering o u an
Ui
NO. C22096 M ^�
Exp. Bate 9/30/97
es J. Randle, P.E. �i
R.C.E. 22096 President `
F OF C ALIT
Enclosures Table A Depth o Caisson and Tieback
Table B Tieback Test Results
Table C Inspection, Test Results
' Site Plan Location of Caissons, Tieback, Deck
Appendix A Daily Field Report
Appendix B Soil Density
Appendix C Concrete Test Results
Survey Drainage
t
TABLE A
1
1
' CIVIL ENGINEERING CONSULTANTS
C. J. Randle, ME, PmIdent
619 So. Vulcan Avenue, Suite 206
Encinitas, Caliromin 92024
Phone: (619) 944.4124
Fnx:(619) 942 -6043
' KLINCK
24'• 12"
' CAIS TBS
1 32 50
2 32 50
3 32 50
' 4 32 50
5 32 50
6 32 50
CAISSONS: All caissons drilled to depth.
TIE BACKS: All tie backs drilled to depth and tested to 150% of design value.
Any tie back that failed was redrilled and retested - all passed.
Each was held for at least 15 min (as specified) at the required
load (per the lead sheet) as per plans.
N.0 F.E. 44170 . CA n r. F:. Mr•2 2n9r, • A7 n r F 911971 • r1V n r F. 93017 • VIA r,,E. M1n776
rrm '•nl lrr T•. In AI !n .'.i" rru,u JtFH^J , • =n r •Sl PWFY • r'FliW fn insl t_I.`'rJ c lu A III 1 !!A IF PAT IES TIJ Jr, • fFASIMI IT J11 P !IF S • J ("TJTP.ArT
. I! A( FVP11'
' TABLE 8
1
1
1
1
1
V CID CD CO OICW)
�0 comN000Il�
1 ax O
? I to to to W LO I tO I tO
� =I
120 WmNtO00000
WI0 t - ol O ti If- OIWIMItO
WIN >7� OD CO N W O
� C J Q0 co w I ' C7�
o v ao is r - � IT W I: °� = +v v O O c I'IQ I Ch
py d 00000
C2 mIN W t�.C7 O �,O
0 �piCIDIN
cold NI(>DI'�tlt— c7
1 � a �
p�1 O O OIO O10
O +Jmtoe- r �N�'to
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0 C131
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=
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t- O O 0 0 1 010
Q U" i
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L LI�� •'-1 •r•I
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a. r= m! NI cm NINININ
' O NIG Q C
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pG I 'C;, � I �I iI iI �t Q e
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' TABLE C
' 4
W
Co ao ao Co ao Co
'd
V- T- r V - V
L M M co M M co
c ca �
V c
m
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a� m
w e 0) rn rn rn rn rn uj I—
(Y 'r e e c v N
m Q, a r r r r r Cc N .�
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8 ,�
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M M M M M M RCN N
' Z O co 00 0`0 co 00 ao
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' APPENDIX A
1
1
1
1
1
1
1
1
J I T _ _ r
037 E. ORANGETHORPE AVE. INSPECTEC
SUITE A (714) 579 - 3639 AND
�LACENT I A , CA- 92670 TE
PRECISION ENTERPRISES
INSPECTORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
REPORT OF=
PRESTRESSED CONCRETE HIGH STRENGTH BOLTING
REINFORCED MASONRY RE -BAR WELDING SHOP FIELD
9 JOB ADDRESS 502 Neptune PERMIT NUMBER JOB NUMBER
93 -111 389
Encinitas
ARCHITECT- Civil Engineering Cons.
ONER PROJECT NAME
ENGINEER Charles John Randle
DESCRIBE MAT'L USED, MIX DESIGN, RE -BAR GEN'L CONT.- Soil Engineering
ASTM A615 grade 60 reinforcement WORK
Mix 0292 - 4,000 PSI C S A REPORTED
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,
DATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -18 Inspected placement of reinforcement and concrete for caissons
#1, 3 & 5. Approximately 15 cubic yards placed of Mix #292.
4 cylinders cast for testing at caisson 05. Reinforcing conforms
with detail C -2 & D -2 on Page 2 of 2 of approved drawings.
8 -19 Monitored placement and consolidation of approximately 15 yards
concrete b caissons # 2, 4 and 6. 4 cylinders cast for. testing
from caisson #C -4. All reinforcement in accordance with approved
drawings.
w
1
PPROVED PERFORMED BY Joseph D'Amico
for PRECISION ENTE PRISES
' _
512 /41952
REGISTRATION NUMBER
APPENpIX B
1
1
1
1
1
1
1
1
1
C� (7�
1 '
00
loo
U .�Irn rn
as i l I
A N O
w r,
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1 � ►� I I
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ww
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ad Fz w
I
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u I 3
u
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z
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a
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Z
a �� U
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I
t�
[ M0101 �� Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
L IED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #502
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
L E: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
ir CATION OF PLACEMENT Caissons #4
DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
�
ME DELIVERY TICKET NO/TRUCK 237695
UMP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
I TEMPERATURE, F NIA WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 3/8" pump
I ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
f47A RATORN REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE Cylinders made by Pat representative
MBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH (DAYS) (Last QN.) (SO.IN.) (PSQ Cylinders made by Others
004 7 25- Aug -93 104000 6X12" 28.27 3680
28 15- Sep -93 143000 6X12" 28.27 5060 X❑ Cy linders picked up by Pal
28 15- Sep -93 142000 6X12" 28.27 5020 representative.
28 15- Sep -93 145000 6X12" 28.27 5130 Cy llndero delivered to Pal laboratory
by others.
El Toot results comply with applicable
specifications
❑ Test results do not comply with
1 ECIFICATIONS 28 4000 applicable specifications.
ARKS:
TYPE OF FRACTURE. IF oTHl3i
THAN CONICAL
1 - Precison Enterprises '
Respectfully submitted,
Professional Service Industries, Inc.
PSI A- 200-4(2)
1 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
' ~.�7� Professional Service Industries, Inc.
N
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #498
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
L E: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT Caissons #2
DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
t ME DELIVERY TICKET NO/TRUCK 237695
UMP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
t TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 3/8" pump
I ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE a Cylinder made by PBI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBM ON.) (SD.IN.) (Pao R Cylinders made by Others
7245A 005 7 25- Aug -93 95000 6X12" 28.27 3360
45B 28 15- Sep -93 119000 6X12" 28.27 4210 X Cylinders picked up by PSI
45C 28 15- Sep -93 121000 6X12" 28.27 4280 representative.
45D 28 15- Sep -93 120000 6X12" 28.27 4240 Cylinders delivered to PSI laboratory
by others.
Xa Test results comply with applicable
specifications
❑ Test results do not comply with
I ECIFICATIONS 28 4000 applicable specifications.
NEM ARKS:
TYPE of FRACTURE, IF OTHER
THAN CONICAL
1 - Precison Enterprises
Respectfully submitted,
Professional Service industries, Inc.
PSI A- 200-4(2)
1 6867 Nancy Ridge Dr.. Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax 619/455 -1170
t MO% EJ Professional Service Industries, Inc.
1
REPORT OF CONCRETE COMPRESSION TEST
L ED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit N: 93 -111
L 10- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT 30104 Neptune Street (P -10)
DATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO/TRUCK
UMP, IN. 4" MIX # & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type 11
R TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
I ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSNE a Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STFINGTH
(DAYS) (LBS) (IN.) (SOAN.) als9 � Cylinders made by Others
7308A 009 7 25- Aug -93 125000 6X12" 28.27 4420
08B 28 15- Sep -93 157000 6X12" 28.27 5550 X❑ Cylinders picked up by PSI
08C 28 15- Sep -93 160000 6X12" 28.27 5660 representative.
08D 28 15- Sep -93 159000 6X12" 28.27 5620 F� Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specifications
Test results do not comply with
I ECIFICATKMS 28 4000 applicable specifications.
NEM ARKS:
TYPE OF FRAC'rt1RE. F OTHER
THAN CONICAL
1 - Preclson Enterprises
FOR M" %
Respectfully submitted,
' Professional Service Industries, Inc.
PSI A- 200 -1(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
M
' N 111!&- 6 Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
L ED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #t; 93 -111
1 ATE: 10- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT 30104 Neptune Street (P -5)
ATE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO/TRUCK
UMP, IN. 4" MIX # & PROPORTIONS 292
R CONTENT, % N/A CEMENT Type II
1I R TEMPERATURE, F N/A WATER
10NCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
I ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
U1BOFiATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPFE88IVE Cylinder@ made by PSI representative
NUMBER NO.: AGE TEST LOAD DIIVdETER AREA STRENGTH
(DA YS) 628) (IN.) (SO.IN.) (P81) a Cylinders made by Others
7307A 010 7 25- Aug -93 130000 6X12" 28.27 4600
07B 28 15- Sep -93 142000 6X12" 28.27 5020 X❑ C picked up by PSI
67C 28 15- Sep -93 144000 6X12" 28.27 5090 representative.
07D 28 15- Sep -93 143000 6X12" 28.27 5060 Cylinders delivered to PSI laboratory
by others.
Xa Test results comply with applicable
speolllcations
Teat results do not comply with
CIFICATIONS 26 4000 applicable specifications.
NEM ARKS:
TYPE of FTIACrtIRE, IF aR>tIER
THAN OONICAL
Precison Enterprises �`� N F � (""1 � �
� �'+� S
1:;PgWtfU11y submitted,
' Professional Service Industries, Inc.
PS M200 - 4(2)
1 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
' NEE Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
I STED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
' Anaheim, CA 92807 Bldg. Permit #: 93 -111
L ATE: 16- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
CATION OF PLACEMENT 524 Neptune Street
TE POURED: 18- Aug -93 SUPPLIER Escondido Ready Mix
ME DELIVERY TICKET NO/TRUCK
LUMP, IN. 4" MIX # & PROPORTIONS 292
R CONTENT, % N/A CEMENT Type II
R TEMPERATURE, F N/A WATER
ONCRETE TEMPERATURE, F N/A FINE AGGREGATE
TE RECEIVED IN LAB 19- Aug -93 COARSE AGGREGATE 318" pump
ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
I COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE E] Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (IBS) (IN) (SO,IN,) (PSG cylinders made by Others
7244A 011 7 25- Aug -93 112000 6X12" 28.27 3960
44B 28 15- Sep -93 132000 6X12" 28.27 4670 Cylinders picked up by PSI
44C 28 15- Sep -93 134000 6X12" 28.27 4740 representative.
7244D 28 15- Sep -93 135000 6X12" 28.27 4780 Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specilications
Teat results do not comply with
I ECIFICATIONS 28 4000 applicable specifications.
MEMARKS:
TYPE of FRACTURE. IF tmtEA
THAN CONICAL
1 - Precison Enterprises
' Respectfully submitted,
Professional Service Industries, Inc.
PSI A-200-4(2)
6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 Phone: 619/455 -0544 • Fax: 619/455 -1170
' [ mo��� Professional Service Industries, Inc.
N
' REPORT OF CONCRETE COMPRESSION TEST
N STED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #.- 93 -111
M &ATE: 02- Dec -94 (Revised) PROJECT N 059 -30121
FIELD DATA
LOCATION OF PLACEMENT 498 Neptune
F TE POURED: 13- Dec -93 SUPPLIER Palomar Ready Mix
TIME DELIVERY TICKET NO✓TRUCK
UMP, IN. MIX # & PROPORTIONS
CONTENT, % N/A CEMENT
AIR TEMPERATURE, F N/A WATER
NCRETE TEMPERATURE, F N/A FINE AGGREGATE
P TE RECEIVED IN LAB 16- Dec -93 COARSEAGGREGATE
FIELD DATA SUBMITTED BY ADMIXTURE
WX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
' OBSERVATIONS
TORY REPORT TEST DATE OF TOTAL CYLINDER MUNDER COMPRESSM gllndars made by A rspresentatlw
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) "S1 ON.) (SM110 (P8 XD gllnders made by Others
2A 035 1 14- Dec -93 85000 6X12' 28.27 3010
2B 1 14 Dec -93 91000 6X12' 28.27 3220 XO ggndsrs pl d:ed up by PSI
8272C 1 14- Dec -93 87000 6X12" 28.27 3080 reprwente"".
12D 1 14- Dec -93 90000 6X12 28.27 3180 cylinders dounmd to PSI laboratory
by others.
Test resuhn own* rah appanbN
spedaoadone
Teat result do not eomply with
IFlCATMS 28 3000 appneable spedekattons.
REMARKS: No information supplied
TYPE OF FRACTMM IF ORHER
cc: 1 - Pr ecISO n Enterprises THAN CONICAL
CON FORMS
' 6867 Nancy Ridge Dr., Suite E San Diego, CA 92121 0 Phone: 619/455 -0544 Fax: 619/455 -1170
[ P %rff Professional Service Industries, Inc.
' REPORT OF CONCRETE COMPRESSION TEST
' TESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
SATE: 02- Dec -94 (Revised) PROJECT NO • 059 -30121
. FIELD DATA
LOCATION OF PLACEMENT 498 Neptune
L ATE POURED: 13- Dec -93 SUPPLIER Palomar Ready Mix
TIME DELIVERY TICKET NO/TRUCK
LUMP, IN. MIX # ✓A PROPORTIONS
D IR CONTENT. % WA CEMENT
AIR TEMPERATURE, F WA WATER
ONCRETE TEMPERATURE, F WA FINE AGGREGATE
ATE RECEIVED IN LAB 16- Dec -93 COARSE AGGREGATE
M ELD DATA SUBMITTED BY ADMIXTURE
m VIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPREBSNE Cylinders made by PSI rspresentolse
NUbIBER NO.: AGE TEST LOAD DYWETER AREA STRENOTH El
(DAB (Lae) OK ll X ) (SM80 (Pa l Cylinders made by Others
73A 036 1 14- Dec -93 85000 6X12' 28.27 3010
73B 1 14- Dec -93 86000 6X12' 28.27 3040 X❑ CylIndets picked up by PSI
8273C 1 14- Dec -93 89000 6X12" 28.27 3150 repressntatha.
3D 1 14- Dec -93 92000 6X12' 28.27 3250 F-1 Cylinder delWsrsd to PSI laboratory
by others.
EKI Test results comply with applicable
specillostions
t7FIOATIONS 28 El Test results do not comply with
3000 applicable speoHleaUone.
REMARKS: ALL INFORMATION SUPPLIED IS NOTED ABOVE.
' TYPE OF FTNCTUR L *: OTl1tl
TIM OONICN-
cc: 1 - Precison Enterprises
C O 'FO
' �t�or>uny wer►md.
�Qr...iar,.� /, , Arm.
' 6867 Nancy Ridge Dr., Suite E 9 San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President
' 619 So. Vulcan Avenue, Suite 207
Encinitas, California 92024
October 5, 1994 Phone•. (619) 9444115
' Fax: (619) 634 -2401
Mr. Hans ' Jensen
City of Encinitas
505 So. Vulcan Ave.
' Encinitas, CA 92024
Subject: Interim Certification of Upper Bluff Stabilizing System
Reference: Mr. Dav�d Oakley 498 Neptune Ave., CA
Dear Mr. Jensen:
We have enclosed test data, inspection reports, concrete inspection
and test results. These are presented in a tabular form within
Appendix A.
' Each table reflects a specific portion of work relative to the
following:
A. Depth of caisson
B. Depth of tieback
C. Test results of tiebacks
D. Any significant remarks relative to this
particular construction procedure.
Appendix B is a compilation of daily field inspection reports and
concrete test results. This information is presented in a format
' which reflects each individual site and is followed by the
appropriate test results. Please. be advised several concrete test
results reflect concrete strength in two or more caissons,
contingent on the amount of concrete delivered to the site and
their locations. Therefore in this light portions of these reports
will be duplicated. This is due to the concrete being placed on
two or more sites from the same concrete delivery.
Appendix C reflects limited soil density tests which were taken to
confirm the percent of relative compaction of the sand base which
was placed beneath applicable slab on grade construction; prior to
concrete placement in the cantilevered deck which has been
constructed at each site.
N. C.E.E. #4170 a CA R.C.E. #C -22096 0 AZ R.C.E. #11971 • NV R.C.E. #3037 0 WA C.E. #10776
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY *SURVEY • CERTIFIED INSPECTION 9SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRACT MANAGEMENT
'1
t
Finally, a sketch of the site rough grade elevations will follow.
' These will be presented to assure the City that these sites have
been graded to accommodate drainage from the rear of the property
to the front street. The basic premise here is twofold; one is to
' assure that no site drainage is permitted in a westerly direction
(or down - slope). And secondly this drainage pattern conforms with
applicable City of Encinitas rating and drainage ordinances.
This concludes our report relative to installation of the upper
' bluff tie -back system. It is the opinion of the undersigned that
the upper bluff support has been constructed according to plans and
specifications and will function as designed provided that a
' responsible maintenance program be conducted in order to assure
that any remedial action is promptly included in the event of
external forces which might cause deterioration of the system
' either through seismic activity, uncommonly heavy rainfall or other
associated acts of nature. Additionally, the entire bluff
' remediation is to include a lower bluff "sea wall" and sufficient
mid -bluff landscaping. When all three areas of work are completed,
the entire stabilizing system may then be certified.
' It is the understanding of the undersigned that the continued
construction of the lower bluff wall has been approved by the City
of Encinitas and the California Coastal Commission. Similarly, a
geologic hazard abatement district is currently being formed. This
' district will have the ability and funds necessary to provide
continued maintenance throughout the entire area of remediation.
This more specifically relates to the lower bluff protective
systems, some form of mid -bluff landscaping and when necessary, the
upper bluff stabilization which has been completed within the
subject properties.
' cSS �
S Mles dl Q Of
Ceerin C ltants �O 30
C1 3
' 2
C Randle, P.E. V IVO .C220�6
'
R.C.E. 22096 President � EgLDate81W X
J'� CM1. N,
gj �OF CAL�F��
CML ENGINEERING CONSULTANTS
G J. Randle, r_lr I-reddeot
619 So. Vulcan An"ge+ Suite 206
Encinitas, Califamis 92024
PhanL_ ((.19) 944j4124
Fnxs(619) 942 -6043
24" OAKLEY
12"
CATS TBS
1 32 50
2 32
50
3 32 50
4 32 50
5 32
50
g 32 50
' CAISSONS: All caissons drilled to depth.
TIE BACKS: All tie backs drilled todd as fed�iileda d to retes -- ael passed. valu
� Any tie back that fade
Each was held for at least 15 min (as specified) at the required
load (per the lead sheet) as per plans.
? fir 11197 • r 1J n r �. #.1 n17 . VIA r r.:. # t n776
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INSPE
SUITE A IC
A
� E. ORANGETHORPE AVE. (714) 579-3639 TESTING
�3
IENTIA CA. 92670
PRECISION ENTERPRISES
STRUCT. STEEL ASSEMBLY
J PECTORS X REINFORCED CONCRETE
ORT OF: PRESTRESSED CONCRETE HIGH STRENGTH 80LTING
REINFORCED MASONRY
RE -BAR WELDING SHOP FIELD
t08 ADDRESS 498 Neptune PERMIT NUMBER
L ��39 MBER
93 -111
Encinitas ARCHITECT Civil Engineering Cons.
jWNEiRTOR PROJECT NAME ENGINEER Charles John Randle
ley Residence
CRIBE MAT'L USED, MIX DESIGN, RE-
GEN'L CONT.- Soil Engineering
ASTM A615 grade 60 reinforcement CONTRACTOR DOING REPORTED WORK
x #292 4,000 PSI Soil Engineering Construction
:NSPECTION LOCATION OF WORK I
JOB PROB REMA NT MATERIALS
E
- 17 Inspected placement off re9inforubicnyards placed 292ons I
41 and 3. A Y All in conformance with detail
4 cylinders cast for testing.
C -2 & 0 -2 o Pagent s tr u ctural yards
Monitored P caissons 4 2, 4, and 6. 4 cylinders cast for testing
concrete ®
from caisson 02.
i
p
PERFORMED BY Joseph D'Amico
t OVED
or PRECISION EN ERPRISES REGISTRATION NUMBER 512/41952
m 0 4 k d C.U. a Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
1 -
TEST Jon- Prt�clslon Cnterprlse.S PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit 0: 93 -111
DATE; II-Nov-93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT 1502 Neptune Ave. Tieback's 06 & IS ® Fang & 01 4) Oakley Res.
DATE POURFO. 14 Oct -•93 SUPPLIER Palomar Ready Mix
TIME 4:30 pin DELIVERY TICKET NO/TRUCK 560854/886
SLUMP. IN. 8112 MIX 0 & PROPORTIONS 390501
AIR CONTENT, 0% N/A CEMENT 8.5 ak
AIR TEMPERATURE. F NIA WATER
CONCRETE TEMPERAT111 F N/A FINE AGGREGATE
' DATE RECEIVED IN LAB 15- Oct -93 COARSEAGGREGATE —
f"IEI.D DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSETIVATIONS
VtpnitATOl1'/ RiPOM TEST DATE OP TOTAL OYUHM CYLINDGR OOMPREGISM nundon Dodo by Pot rvDrovvnty
Ntfunr.n No.! AGE TEST LOAD 011U WrM AAM STMWITH
(DAYS) (Las) (N.) (MRL) (pt) a (ylndery mode by &h-
7850A 023 7 21- Oct -93 27000 6X12' 28.27 960
1785 M 14 28- Oct -93 45000 8X12• 28.27 1590 Xa cyer4em ►4+•d •D by r�l
�7850C 28 11- Nov -93 58000 6X12' 28.27 2050 IprNMHlN•.
7a5r,D a cy"dvn dvD.«•d to PSI Merest-
by •Moro.
1 a TNI rvvvltb ewopy with wr'wbr.
brdlkYbn•
1 I
I
Tool tNUlb do rrol eeTDh vtth
rYCC RICATIONA 1 28 3000 lopkably oppoi adem
Rr-MArKS: Client advisod 11/11/93 of low 28 -day break, one sample held for 60 -day break.
All Information shown above. TMrt OF rPACrUM IP OTHM
THAN ODNICAL
cc: 1 - Proclson Enterprises
Respectfully submitted.
Prolsss/ons/Sbrvlalndwhlsd. lne
F-067 Nnncy Ridgy Drive, Suite E • San Diego, CA 92121 • 619/455-0544 Fax 619/455.1170
JAMPINI 7
Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
' TESTED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 bldg. Permit N: 93 -111
DATE 13- Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT Caissons 04
' DATE POURED: 18- Aug -93 SUPPLIER Escondido Reidy Mix
TIME DELIVERY TICKET NO/TRUCK 237590
' SLUMP, IN. 31/2• MIX A & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type li
AIR TEMPERATURE. F N/A WATER
' CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAS 17- Aug -93 COARSE AOGREOATE 318" pump
FIELD DATA SUBMITTED BY Joe D'Amlco ADMIXTURE
MIX DATA SUBMITTED I3Y
COMPRESSION TEST RESULTS
OBSERVATIONS
LA9onATORY FEPOnT TEST DATE OF TOTAL CYLMFDER CYLINDER COUFPFES9NE Cyllndire mode by PSI representative
NUbI9EF1 NO.: AGE TEST LOAD b"VER AFEA STRENGTH
(DAYS) (LeS) (IN.) (90.1".) P" a cylindere mode by Others
7184A 001 28 13- Sep -93 145000 8X12" 28.27 5130
7184B 28 13- Sep -93 147000 8X12" 28.27 5200 X❑ cylinders plelred up by PSI
repreaentetive.
❑ Cydnd6re deMered to PSI laboratory
by others.
Tact reauxe comply wldr appe-ble
epedlleadone
❑ Teel resulle do not oomply with
sPECIFICATxx+9 28 1 4000 dp plkobN eped%edone.
REMARKS: All Information submitted with samples Is shown
. TYPE oF- FT1ACTIFPE. � OTF IEA
TFIAN DoFakTAI
cc: 1 - Precison Enterprises
CONFORMS
Aeepectrully submllted.
Prolevelonal Service Induefrler. Inc.
t o A- 21x) -e(2)
7940 Arions Drive, Suite A e San Diego. CA 92126 6 Phone: 619/695 -3730 6 Fax: 61916956712
N M+9 fessional Service Industries, Inc.
v � Pro
N
1 •
REPORT OF CONCRETE COMPRESSION TEST -
Precislon Ente rises PROJECT: Housing Units
TESTED FOR: rP Neptune Street -
4075 East La Palma Ave, Ste. X Bldg. Permit #: 93 -111
Anaheim, CA 92807
PROJECT NO.: 059 - 30121
DATE: 13- Sep -93
FIELD DATA
LOCATION OF PLACEMENT
DATE POURED:
13- Aug -93 SUPPLIER
- DELIVERY TICKET NO /TRUCK
TIME MIX # A PROPORTIONS
SLUMP, IN. CEMENT
AIR CONTENT, % N/A
AIR TEMPERATURE, F N/A WATER
N/A FINE AGGREGATE
CONCRETE TEMPERATURE, F COARSE AGGREGATE
DATE RECEIVED IN LAB 16- Aug -93 ADMIXTURE
FIELD DATA SUBMITTED BY
MIX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL
CYLINDER COMPRESSIVE Cynnder• mad• by PBI rep oeontath e
LOAD DAMETER - AREA STREWTH NUMBER NO.: TEST D Cyn nders made by Other•
[AtelE
oAYB) 0.�) tIN) (9O.IN.) (Pe9
7183A 28 10- Sep -93 132000 6X12' 28.27 4670
26.27 4740 X CyMders picked up by PSI
71838 28 10- Sep -93 134000 6X12 representative.
E] Cylinders delivered to PSI "boratary
by others.
Test rNUlls aompb with app
speareatlonl
El Toot 118Uhe do not comply with
4000 apptkeb1e epealneadens.
BpECIFICJ1T10N8 26
REMARKS: All Information submitted with samples Is shown TYPE OF FRACTI IF OVER
niAN CONICAL
Precison Enterprises
i
CONFORMS
RBapecthilly •ubm/Nsd,
Pro /e�don�l Ssnfee IndU$W*#, Inc.
PSI A- 200 -4M
7940 Arjons Drive, Suite A 6 San Diego, CA 92126 • Phone: 619/695 -3730 • Fax: 619/695 -6712
1 M 91 faft a
fi 1 0 PrMfeSslonat Service IrldustNe
�7■ s, Inc.
REPORT OF CONCRETE COMPRESSION TEST
' TESTEID FOR: PWI810n EnletPrisse PROJECT: Housing Units Bldg. 4498
4078 East Le Palms Ave. Sle. X Neptune Stroot
Anaheim, CA 92607 bldg. Permit *: 93 -111
VATG 30- Aug -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT Caissons M2
' DATE POURED. 18- Aug -93 SUPPLIER Eacondldo peadY Mix
TIME DELIVERY TICKET NO/TRUCK 237695
SLUMP, IN. 4• MIX M A PROPORTIONS 292
AIR CONTENT, 46 N/A CEMENT _ Type II
AIR TEMPEFIATURE, F NIA WATER
' CONCRETE TEMPERATURE. F NIA FINE COARSE E At30 COAR 318' pump
PATE RECEIVED IN LAB 19- Aug -93
FIELb DATA BUBMMMO BY Joe D'Amlco ADMIXTURE
i MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS OBSERVATIONS
' PErOItT TEST OATS OF TOTAL CYLINDER cytwmR cownEOaaE FYI OyNnJ•r• "We ly Pa M
r••••nrs
LAWMTORN AMA 0"kNOTN
NtluoFn No.: A011 TEt M T LO OIAIIETRR
(DAYS) 0.1119) AN.) tw.IN) tvi9 Crllne.r. nud• ►r athM
' 7245A 005 7 25- Avg -93 95000 ON.) 28.60
27 33
7245A nX cywor• Dished w ►r Pa
gprglnblM.
7245C � oo w d. is /M Miro•
72450 h'V e1Mr,_
p till an" ""y rrM Mpg
•NdIMn1oM
T••t r••uM d• nN ow*tf so
28 4000 +ww •►w M1d11e• -
REMARKS tvn ow rnwn t w anim
TKw ooNIaAL
cc: 1 - Prectson Enterprises
R••parNdr w t►mMtd, �
fhorsdalonN B•MoM InduWks. kw.
' ►w A41W-40 f
7940 Arjons Drive, Suite A • San Diego, CA 92126 Phone: 619/696.3730 4 Fax: 619/6956712
p r ofessional fessional Service Industries, Inc.
N��
1
REPORT OF CONCRETE COMPRESSION TEST
paoJECT: Housing Units Bldg. 0498
T f ED FOR: Precision Enterprises Neptune Street
4075 East La Palma Ave. Sle. X Bldg. Permit N: 93 -111
Anaheim, CA 92807
PROJECT NO.: 059 - 30121
D 16- Sep -93
N/A
FIELD DATA
LOCATION OF PLACEMENT Caissons 02 E POURED: Escondido Ready Mix
SUPPLIER
18- Aug -93 DELIVERY TICKET NO/TRUCK 237695
TIME MIX N & PROPORTIONS 292
MP, IN.
4 CEMENT Type II
CONTENT. % N/A WATER
F
N/A FINE AGGREGATE
AIR TEMPERATURE.
I NCRETETPERATURE. F COARSE AGGREGATE 318' pump
�
TE RECEIVED IN LAB
19- Aug -93 ADMIXTURE
tLL SUBMITTED BY Joe D'Amico
UBMITTED BY
COMPRESSION TEST RESULTS OBSERVATIONS
DATE OF TOTAL CYLINDER
CYLINDER COftIPRE3SIVE a Cylind.r. mad. by PSI npn..nu�M
REPORT TEST MWETER AREA frTRENOTH
WITORN LOAD Md.r. mode by 0111006 NUMBER NO.: AGE TEST (SD.IN.) (M
( '
(DAYS) ( 6x12' 28.27 3360
005 7 25- Aug -93 95000 28.27 4210 aX Cyllnd.r. 0-10"d UP by
45B 15- Sep - 119000 6X12 4280
'
28 93 28.27 rr «•nun ~•.
72458 28 15- Sep -93 121000 6X12' 4240 13 C d.n..r.d to P 0 1.boa"o"
45C 6X12' 28.27
28 15-Sep-93 120000 b odh.r..
450 a T..I r..alb _,f w wp 11Uble
.p.dfk.den.
❑ Tpl r.wla do Oat 00" Af wfth
4000 npprw�bh.p'dne.lbn..
28
SPECIFICATIONS TYPE OF FRIICTUW. F OTHER
EMARKS: Tww cONICAL
c: 1 _ precison Enterprises CO N FO RM S
R..pectlully.ubmilfed. /
Pro/s..ional Servlco Induetrlet. Inc.
C D:Pco. CA 921.35 Phone: 619695-3730 0 Fax ^19'695 -6712
Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
Precision Enterprises PROJECT: Housing Units
rESTED FOR' Neptune Street
' 4075 East La Palma Ave, Ste. X
Bldg. Permit 0: 93 -111
Anaheim, CA 92807
' 10- Sep -93 PROJECT NO .: 059 -30121
ATE
FIELD DATA
ONION OF PLACEMENT 30104 Neptune Street (P -10)
POURED:
18- Aug -93 SUPPLIER Escondido Ready Mix
DELIVERY TICKET NO /TRUCK
MIX 4 A PROPORTIONS 292
LUMP, IN. 4'
CEMENT Type It
V ON TENT, 4b NIA NNE PERATURE. F NIA
ONCRETE TEMPERATURE, F N/A FINE AGGREGATE
RECt7VED IN LAB 19- Aup -93 COARSE AGGREGATE 3/8' pump
I� DATA 3UHMITTED 8Y Joe D'Amico ADMIXTURE
.IX DATA SUBMITTED BY
' COMPRESSION TEST RESULTS OBSERVATIONS
iEPOITT CYLINDER CYLINDER COMRPMIESSNE U Cyandere m6d1 by PSI repreeen
�/F ITY TEST GATE OF TOTAL
No.: AGE TEST LOAD DIAMETER AREA STREHOTH
� y� (LOS) 1 111,9111 �dlndera made by Other*
(R1.) lzlC tN
3p8A 009 7 25- Aug -93 125000 8X12' 28.27 4420
28 15- Sep -93 157000 8X12' 28.27 5550 X� Cynndere picked up by P!M
3
3 j' 28 15- Sep -93 160000 6X12' 28.27 5660 tapteeenletbe.
308D 28 15- Sep -93 159000 8X12' 28.27 5620 � Condole d:n+•r.dle PSI leberelery
by eth•u.
' Tea reauln cempb with applicable
epeclnealene
D Tea reeulle de net owned' i*
TM
28 4000 applicable epednc.Hene.
RKS: TYPE OF r ACTum Ir OTHER
T1UH CONICAL
», 1 - Precison Enterprises
1
CONFORMS
RespeelRrlly submflred.
Professional Service Induslrfet, lna.
It A - zpo�m
7940 Ariorrs Drive. Suite A ego.
• San Di CA 92126 • Phone: 61916953730 • Fax: 61916956712
IP M A;r ftfessional Service Industries, Inc.
149POPIT OF CONCRETE COMPRESSION TE8T
CA tz
TES w Polt precision Enterprbee "OJECT: HoUlIng Units
4075 East Le Palms Ave, 81e. X Neptuno Street
An2hetm, CA 92807 Bldg. Permit 1: 93 -111
DAME:. 10- Sep -93 PROJECT No.: 068 -30121
l ocArom OF PLACEMENT 30104 Neptune Street (P - 5) FIELD DATA
ATE PO URED: 18- Aug -93 SUPPLIER Eecondtdo Heady Mix
ME DELIVERY TICKET NO/TAUCK
LUMP, IN, 4• MIX 0 d PROPORTIONS 292
R CONTENT. % NIA CEMENT Type 11
R TEMPEpATUf1E, F NM WATER
CONCAUTE TEMPERATUAE, F NIA FINE AGGREGATE
TMECEIVED IN LAS 19- Aug -93 COARSE AOOREGATE 318" pump
DATA SUBMITTED 8Y doe D'AmiCO ADM IXTURE
BY
COMPf E=oN TEST REt3ULT9
OBSERVATIONS
CORY REhOR► T Ee T DATE ot= TOTAL CYLM IA Moa oo11PNEeewe � oyanf•ra Mal by Pw r•re••MUfr•
Nuuea+ Na; AM Tw L OAD o"Itim AEA stalmm
MAM F" Q Oyllnd•rIMW6►yolhb/
17307A 010 7 25- Au9-93 130WO 8X12- 28.27 800
28 15- 8e15-93 142000 8X12' 28.27 6020 x� orMnf•ra a•r•e w ar ��
7C 28 15- Sep -93 144000 8X12' 28.21 6090 tlor•tinuUvl.
73070 28 15- Sep - 93 113000 #X19 2A.27 6080 brllnflri f•11.ir1� i. hAl Wa�tory
' by scabs.
a feet rNUMa •artily #1M opomw
�w•m•aneoa
IOATIpfN
2B � tuc N•c�a to �a carob Nd+
ARKS; 000 •a.�..►a eae�lb�uonl.
T twE ot= FRaaTUre: M• Ct11EA
.� THAN bctekMt.
1- Pf"Ison Enterprise
1
CONFORMS
A.W ✓
■ A..,00..pa E'hol�ila/onA/ J1ri►IoI lrrdclehfel, Mo.
7940 Arjon3 Drive, Suite A • San Ot CA 921 a
epo, 28 Phone: 8181895.3730 6 Fax: 619,1695-8712
' a �ff professional Servlce Industries, Inc.
' REPORT OF CONCRETE COMPRESSION TEST
tEettD Pon: precision Enterprises PROJECT! Housing Units Bldg. x498
' 4075 East Le Palma Avg, Ste. X Neptune street ' ,.1'
Anaheim. CA 92807 Bldg. Permit C 93,Tl
DATE: 30- Aug-93 2MOJECT NO.: 059 -30121
' LOCATION OF PLACEMENT CAI33ons 03 FIELD DATA
' DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/ RUCK 237841
SLUMP, IN. 4e MIX 4 & P ROPORTIONS 292
AIR CONTENT, NIA CEMENT Type II
AIR TEMPERATURE. F NIA WATER
CONCf1ETETEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COAnsE AcianEGATE 3I8' pump
FIELD DATA SUBMITTED BY Joe D'Arnlco ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
' LANOMTOr1Y IEPOW TEST DATE OF TOTAL CYLINDER oYUNDEN Oournse" ID oymden mods by Pal i•pi..•e1 oW
SAMM NO.: AGE Teat LOAD WAL ME11 AREA atnlNoTN
(DAY$) (Les) OK) (00• (mil � cyOndNi wood# by OMent
7185A 003 7 24 ug -93 100000 0X12' 28.27 3540
' 71868 oyrAdM 0 Add up by P IN
7185C lepebeenaft6.
7185D &APid6ri dellw" a ra bbw$ ry
tees ueelie eemply sMh epeAuNe
e'NIMaNaw1
_ 0 Teel .ewa1 h eel 4m*y wM
arEpFIOATKiNt 28 4000 dpe >• 60wftedeee.
REMARKB:
rV1V or MACrUM P O"S"
r4AN oolAaAt
I ce: 1 - Piecison Enterprises
t�c`HE Professional Service Industries, Inc.
/re's
1
. REPORT OF CONCRETE COMPRESSION TEST
L STED FOR: Precision Enterprises PROJECT: Housing Units Bldg. #498
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
`ATE 16- Sep -93 PROJECT NO.: 059 -30
FIELD DATA
�OCATION OF PLACEMENT Caissons #3
DATE POURED: 17- Aug -93 SUPPLIER Escondido Ready Mix
�
ME - _ DELIVERY TICKET NO /TRUCK 237641
LUMP, IN. 4• MIX, & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type It
IR TEMPERATURE. F N/A WATER
ONCRETE TEMPERATURE, F N/A FINEAGGREGATE
DATE RECEIVED IN LAB 18- Aug -93 COARSE AGGREGATE 318 pump
ELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
IX DATA SUBMITTED BY
1 COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLMDER CYLINDER OOMPIESSIVE ❑ CyNndm made by PS1 repreeent"d"
NUMBER NO.. AGE TEST LOAD DIAMETER AMA STRENGTH
(DAYS) (LSS) (IN.) (90.1m.) (1 a condere made by Others
185A 003 7 24- Aug -93 100000 6X12 28.27 3540
1856 28 14- Sep -93 150000 6X12 28.27 5310 Xa cynndere picked up by PSI
185C 28 14- Sep -93 152000 6X12' 28.27 5380 represented".
85D 28 14- Sep -93 153000 6X12• 28.27 5410 CyNnder•debrovedto PSI -SWIF
by others.
X� Toot rNYMe oww with rppllnble
" soft"tl0ne
a Test results do not "empty wllh
ECIFICATIONS 28 4000 trpptieebN eoedlk"do ".
BERKS:
TYPE OF FAACTLfRE. IF NJTINEA
THAN mm-L
Precison Enterprises CO
i
Respectfully rubmifted.
1 Professional Service Industries. Inc.
PSI A- 200 -A(2) _
7940 Arjons Drive, Suite A • San Diego. CA 92126 • Phone: 619/695 -3730 • Fax: 619:695 -6712
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1
CIVIL ENGINEERING CONSULTANTS
C. J. Randle, P.E., President Mop
619 so. Vulcan Avenue, Suite 207
Encinitas, California 92024
January 10, 1995 Phone: (619) 9444115
Fax: (619) 634-2401 JUL 0"S 1995
Mr. Hans Jensen
y � F - N
City of Encinitas
- C C.
505 So. Vulcan Ave. -�-
Encinitas, CA 92024
Subject: Certification of Upper Bluff Stabilizing System
Reference: Ms. Luan Knotts, 478 Neptune Ave., Encinitas, CA
Dear Mr. Jensen:
We have enclosed test data, inspection reports, concrete inspection
and test results. These are presented in a tabular form within the
attached tables.
Each table reflects a specific portion of work relative to the
following:
A. Depth of caisson
B. Depth of tieback
C. Test results of tiebacks
D. Any significant remarks relative to this
particular construction procedure.
Appendix A is a compilation of daily field inspection reports and
concrete test results. This information is presented in a format
which reflects each individual site and is followed by the
appropriate test results. Please be advised several concrete test
results reflect concrete strength in two or more caissons,
contingent on the amount of concrete delivered to the site and
their locations. Therefore, in this light, portions of these
reports will be duplicated. This is due to the concrete being
placed on two or more sites from the same concrete delivery.
Appendix B reflects limited soil density tests which were taken to
confirm the percent of relative compaction of the sand base beneath
the slab on grade construction. Prior to concrete placement in the
cantilevered deck, the soil was moistened.
Finally, a sketch of the site rough grade elevations is attached.
These will be presented to assure the City that these sites have
been graded to accommodate drainage from the rear of the property
to the front street. The basic premise here is twofold; one is to
assure that no site drainage is permitted in a westerly direction
N.C.E.E. #4170 • CA R.C.E. #C-22096 * AZ R.C.E. #11971 • NV R.C.E. #3037 e WA C.E. #10776 CT MANAGEMENT
CIVIL, STRUCTURAL, AND SOILS ENGINEERING • GEOLOGY *SURVEY • CERTIFIED INSPECTION *SOIL AND MATERIAL TESTING • FEASIBILITY STUDIES • CONTRA
' (or down- slope). Secondly, this drainage pattern conforms with
applicable City of Encinitas rating and drainage ordinances.
This concludes our report relative to installation of the upper
bluff tie -back system. It is the opinion of the undersigned that
' the upper bluff support has been constructed according to plans and
specifications and will function as designed provided that a
' responsible maintenance program be conducted in order to assure
that any remedial action is promptly included in the event of
external forces which might cause deterioration of the system
either through seismic activity, uncommonly heavy rainfall or other
associated acts of nature. Additionally, the entire bluff
remediation is to include a lower bluff "sea wall" and sufficient
mid -bluff landscaping. When all three areas of work are completed,
the entire stabilizing system may then be certified.
' It is the understanding of the undersigned that the continued
construction of the lower bluff wall has been approved by the City
' of Encinitas and the California Coastal Commission. Similarly, a
Geologic Hazard Abatement District is currently being formed. This
district will have the ability and funds necessary to provide
continued maintenance throughout the entire area of remediation.
This more specifically relates to the lower bluff protective
systems, some form of mid -bluff landscaping and when necessary, the
' upper bluff stabilization which is addressed herein.
Sincerely,
Cneerin g o ult t �, JOH Igo. C22096 m Randle, P.E. Up, Gate 9/30/97
R.C.E. 22096 President
civil.
' Enclosures Table A r son and Tieback
Table B Results
Table C Inspection, Test Results
Site Plan Location of Caissons, Tieback, Deck
' Appendix A Daily Field Report
Appendix B Soil Density
Appendix C Concrete Test Results
' Survey Drainage
1 TABLE A
1
1
1
1
1
' CML ENGINEERING CONSULTANTS
c. J. Rnndle, P.F., President
619 So. vulcnn Avenue, Suite 206
' Encinitas, California 92024
Phone (619) 9444124
Fax: (619) 942 -6043
t
KNOTT
24' 12
CATS TBS
' 1 41 50
' 2 41 50
3 41 50
' 4 41 50
' 5 41 50
6 41 50
'
7 41 50
CAISSONS: All caissons drilled to depth.
TIE BACKS: All tie backs drilled to depth and tested to 150% of design value.
Any tie back that failed was redrilled and retested - all passed.
' Each was held for at least 15 min (as specified) at the required
load (per the lead sheet) as per plans.
rtc F.F. #4170 • CA n c r:. #r- 22096 • A7 n r r: N 11971 my n r r_ #3037 • NA r E. #1(1776
C'fltl ^ ?nt b ^TI I)741 4Nt) nq •, t -rr wit-FfO!Yi . C..F(! C'iY .Sl 11 7VFY . CFFifIl IF 1 1 urit't�,1: ,Pj so l( APT) MATFRAl IES T!N(i . FFASIOIt ITY 511)1)!FS . cnl4TPAnT
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APPIIiDIX A
1
J
sJ37 E. ORANGETHORPE AVE. INSPECTIOP
SUITE A ( 714) 579 -3639 AND
LACENTIA, CA. 92670 TESTING
PRECISION ENTERPRISES
INSPECTORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
REPORT OF:
PRE STRESSED CONCRETE HIGH STRENGTH BOLTING
REINFORCED MASONRY RE -BAR WELDING SHOP FIELD
JOB ADDRESS 478 Neptune PERMIT NUMBER JOB NUMBER
Encinitas 93 -111 389
WNER OR PROJECT NAME ARCHITECT Civil Engineering Cons.
O
Residence ENGINEER- Charles.John Randle
ESCRIBE MAT'L USED, MIX DESIGN, RE -BAR GEN'L CONT.- Soil Engineering
ASTM A615 grade 60 reinforcement
Mix #292 - 4,000 PSI CONTRACTOR DOING REPORTED WORK
Soil Engineering Construction
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,
ATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -20 Performed a visual inspection of reinforcing steel for aissons.
Reinforcing conforms with detail C -2 and D -2 of sheet '2 2
of approved structural drawings. Monitored placement and con-
solidation of approximately 20 yards of Mix #292 (4,000 PSI)
at caisson #'s 1, 3, 5, 7, and 9. 4 cylinders cast for testing
at caisson #5.
10VED BY�' 1 `'� P
or PRECISION ENTE ERFORMED BY Joseph D'Artico
RI5E5
r_ REGISTRATION NUMBER 512/41952
c
i
INSPECTIO!
2037 E. ORANGETHORPE AVE- ( 714) 579 -3639 FIND
SUITE A TESTING
pLACENTIA, CA. _ 92670 - - - -_ --
PRECISION ENTERPRISES
INSPECTORS X REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY
REPORT OF= CONCRETE HIGH STRENGTH
PRE - STRESSED H BOLTING
REINFORCED MASONRY RE - BAR WELDING SHOP X FIELD
JOB ADDRESS 478 Neptune PERMIT NUMBER _ JOB NUMBER
93 -111 389
Encinitas
ARCHITECT Civil Engineering
OWNER OR PROJECT NAME ENGINEER Charles Randle
Residence
1 DESCRIBE MAT'L USED, MIX DESIGN, RE -BAR GEN'L CONT.- Soil Engineering Const
ASTM A615 grade 60 reinforcement CONTRACTOR DOING REPORTED WORK
Mix # 292 - 4,000 PSI
Soil Engineering Construction
INSPECTION LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED,I
DATE JOB PROBLEMS, REMARKS, AMOUNT OF MATERIALS PLACED, ETC.
8 -23 Performed a visual inspection of reinforcing steel for caissons
(17) total. Reinforcing for caissons conform with details C -2 &
D -2, page 2 of 2 of the approved drawings. Witnessed placement
& consolidation of approximately 9.5 yards of concrete @ caissons
#2, 4, and 6 at 478 Neptune. 4 cylinders cast for testing @
caisson # C -6.
APPROVED BY PERFORMED BY Joseph D'Amico
for PRECISION ENTE PR SES
REGISTRATION NUMBER 512/41952
1
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� � ® Professional Service industries Inc.
evW
REPORT OF CONCRETE COMPRESSION TEST
ESTED FOR: Precision Enterprises PROJECT: Housing Units !\
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit p: 93 -111
DATE: 22 Sep - 93 PROJECT NO.: 059 - 30 1 21
FIELD DATA
LOCATION OF PLACEMENT 478 Neptune Street
DATE POURED: 20- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK
SLUMP, IN. 4' MIX N & PROPORTIONS 292
AIR CONTENT, % N/A CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 23- Aug -93 COARSE AGGREGATE 3/8' pump
'LD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
t COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPOnT TEST DATE OF TOTAL CYLINDER CYLINDER cOMPnESSiVE Cynnders made by PSI mprssentative
1 NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBs) ON.) (SOIN.) (PSO Cylinders made by Ot hers
7306A 008 7 27- Aug -93 123000 6X12' 28.27 4350
7306B 28 17- Sep -93 150000 6X12' 28.27 5310 Cylinders plicked up by PSI
7306C 28 17- Sep -93 146000 6X12' 28.27 5160 repreeentatirs.
7306D 28 17- Sep -93 152000 6X12' 28.27 5380 C dearrered to PSI taboratory
by other.
X� Test results comply with applicable
speclttcatlons
D Test results do not comply with
SPECIFICATIONS 28 4000 applicable spedllcallons.
REMARKS:
TYPE OF FrVCTURE, F OTHER
TIM CONIC—AL
cc: 1 - Precison Enterprises
CONFORMS
Respectfully submitted. /
Professia781 Senice Induvries, Inc.
PSI A- 20C -4(2)
F N r... R,i Drive Suite E • San Die= CA, 92121
r MO% Jrft- 9 Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
L TED FOR: Precision Enterprises PROJECT: Housing Units
4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
, DATE: 20-Sep -93 PROJECT NO.: 059 -30121
FIELD DATA
L OCATION OF PLACEMENT 478 Neptune Street (C -5)
ATE POURED: 25- Aug -93 SUPPLIER Escondido Ready Mix
TIME DELIVERY TICKET NO/TRUCK
SLUMP, IN. 4" MIX # & PROPORTIONS 292
IR CONTENT, % N/A CEMENT Type II
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
ATE RECEIVED IN LAB 26- Aug -93 COARSE AGGREGATE 318" pump
IELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
MIX DATA SUBMITTED BY
1 COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ❑ Cylinder$ made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LBS) ON.) (90.I141.) (Psi) XI Cylinders made by Others
7305A 012 7 01- Sep -93 102000 6X12" 28.27 3610
7305B 28 22- Sep -93 132000 6X12" 28.27 4670 aX Cylinders picked up by PSI
7305C 28 22- Sep -93 135000 6X12" 28.27 4780 representative.
7305D 28 22- Sep -93 137000 6X12" 28.27 4850 Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specifications
❑ Test results do not comply with
SPECIFICATIONS 28 4000 applicable specifications.
REMARKS:
TYPE OF FRACTURE. IF OTHER
THAN CONICAL
1 CC: 1 - Precison Enterprises
Respectfully submitted,
Professional Service industries, Inc.
PSI A- 200-4(2)
6867 Nancy Ridge Dr.. Suite E San Diego, CA 92121 Phone: 619/455 -0544 Fax: 619/455 -1170
SIM
N Professional Service Industries, Inc.
IF
REPORT OF CONCRETE COMPRESSION TEST
TESTED FOR: Precision Enterprises PROJECT: Housing Units
' 4075 East La Palma Ave, Ste. X Neptune Street
Anaheim, CA 92807 Bldg. Permit #: 93 -111
DATE: 10- Dec -93 PROJECT NO.: 059 -30121
FIELD DATA
LOCATION OF PLACEMENT
DATE POURED: 12- Oct -93 SUPPLIER
TIME DELIVERY TICKET NO/TRUCK
SLUMP, IN. MIX # & PROPORTIONS
' AIR CONTENT, % N/A CEMENT 8.5 sk
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
' DATE RECEIVED IN LAB 13- Oct -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY Joe D'Amico ADMIXTURE
, MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE ❑ Cylinders made by PSI representative
NUMBER NO.: AGE TEST LOAD DIAMETER AREA STRENGTH
(DAYS) (LOS) (IN.) (SO.IN.) (PSI) X❑ Cylinders made by Others
7797A 022 7 19- Oct -93 44000 6X12" 28.27 1560
' 7797B 28 09- Nov -93 68000 6X12" 28.27 2410 Cylinders picked up by PSI
7797C 60 11- Dec -93 92000 6X12" 28.27 3250 representative.
7797D 60 11- Dec -93 90000 6X12" 28.27 3180 ❑ Cylinders delivered to PSI laboratory
by others.
X❑ Test results comply with applicable
specifications
❑ Test results do not comply with
SPECIFICATIONS 28 3000 applicable specifications.
REMARKS: Client advised 11/9/93 of low break.
All information shown above. *�* TYPE OF FRACTURE, IF OTHER
THAN CONICAL —
cc: 1 - Precison Enterprises *' ', ; + , ' ✓ i ]
' Respectfully submitted, ✓
Professional Service Industries, Inc.
' PSI A- 200 -4(2) - -- --
6867 Nancy Ridge Dr, Suite E San Diego, CA 92121 • Phone 619/455 -0544 Fax 619/455 -1170
Z_
Professional Service Industries, Inc.
REPORT OF CONCRETE COMPRESSION TEST
' TESTED FOR: Precision En terprises
2037A East Orange Thorpe PROJECT: Housing Units Neptune Street
Placentia, CA 92670 Bldg. Permit #: 93 -111
' DATE: 02- Dec -94 (Revised) PROJECT NO.: 059 -30121
FIELD DATA
' LOCATION OF PLACEMENT Flatwork 470 Neptune
DATE POURED: 06- Dec -93 SUPPLIER Palomar Ready Mix
TIME DELIVERY TICKET N01TRUCK
SLUMP, IN. MIX # & PROPORTIONS
AIR CONTENT, % N/A CEMENT
AIR TEMPERATURE, F N/A WATER
CONCRETE TEMPERATURE, F N/A FINE AGGREGATE
DATE RECEIVED IN LAB 07- Dec -93 COARSE AGGREGATE
FIELD DATA SUBMITTED BY ADMIXTURE
MIX DATA SUBMITTED BY
COMPRESSION TEST RESULTS
OBSERVATIONS
LABORATORY REPORT TEST DATE OF TOTAL CYLINDER CYLINDER COMPRESSIVE a Cylinders made by PSI representative
NUMBER NO,: AGE TEST LOAD DIAMETER AREA STRENGTH
8284 (DAYS) (Las) ON.) (SO.IN.) (PSD 7 Cylinders made by Others
8284 034 7 13- Dec -93 87000 6X12" 28.27 3080
28 03- Jan -94 123000 6X12^ 28.27 4350 X� Cylinders pfcksd up by PSI
82840 0 28 03- Jan -94 123500 6X12" 28.27 4370 representative.
8284D 28 03- Jan -94 124000 6X12" 28.27 4390 ❑ Cylinders delivered to PSI laboratory
by others.
Test results comply with applicable
specitications
Test results do not comply with
SPECIFICATIONS 28 3000 applicable specI icatlons.
EMARKS: All information shown above.
TYPE OF FRACTURE, IF OTHER
THAN CONICAL
�C: 1 - Precison Enterprises
}
Respectfully submitted,
Pro '
/essional Se ce Industries Inc.
S) A- 200(2)
6867 Nancy Ridge Dr, Suite E San Diego, CA 92121 Phone 619/455 -0544 Fax 619/45 170