1989-9279 G (Plans) PROJECT SOILS REPORT
SOUTHERN C A L 1 r D R N I A SOIL A N O T E S T I N G , I N C • if the recommendations presented in this report are followed. It should
be necessary increase in soil pressure. This value assumes a drained backfill GRADI NOTES
625051VE50A BAN 01560,0AUr.62120 • T[LE250.42 RO. SO 2 0621 MAN 01960. BA LI r. 52120 recognized that some d istress LO appurtenant SLrLCLUrlS iota xd cl ose
LO condition. Waterproofing details should be provided by the project 3. All areas to be filled shall be prepared to be
ova " .' " " ' " ' • • • •• R o o m m a t e ' . • w k , r. . • • .
•r.r 146- the bluff is possible during the life of the proposed structure (75 years) architect. A wall drainage detail is provided on attached
Plate Number 11. V. GRADING PLAN GENERAL NOTES AND CERTIFICATES
filled and fill shall be placed in accordance
if proper Slope maintenance techniques are not continued. The following general notes and soils engineer's
with standard specifications. All vegetable
BACKFILL: All backfill soils should be compacted to at least 901 relative certificate shall appear on the first
sheet of all matter and objectionable material shall be
August 25, 1981 grading plans submitted. removed by the contractor from the surface upon
compaction. Expansive or clayey soils should not be used for backfill which the fill is to be placed.
Loose fill and
Mr. Tom Frick FOUNDATIONS material. The wall should not be backfilled until the masonry has reached alluvial
soils shall be removed to suitable firm
1534 Neptune Avenue SC58T 8721106 an adequate strength. woRx To BE DONE natural. !round. The exposed
sails shall be
Encinitas, California 92024 Report No. 2 GENERAL: Based on the results of our investigation,.it is our opinion that
scarified to a depth of 6 and then compacted to
A. GENERAL a minimum of 90 percent. It shall be the
deeper foundations will be required for the portions of the structure ems FACTOR OF SAFETY: The above values, with the exception of the
allowable
contractor's responsibility to place, spread,
S UBJECT: Report 1 investigation, Proposed Single-Family than and more than 36 feet from the edge of the bluff. w 1.
All work shall be done in accordance with these water and compact the fill in strict accordance
Residencee, , North orth of should be noted soil bearing pressure, do not include a factor of safety. Appropriate plans,
the standard specifications for public with specifications.
of 150 1500 Neptune ptune Avenue, Encinitas, California. Califo
Dear Mr. Frick: that this 36 -foot line corresponds reasonably well with the 40 -foot factors of safety should be incorporated into the design
to prevent the works construction, the design construction
recommended building set -back line established by the County of San Diego walls from overturning and slldin standards of the
City of Encinitas and the San 4. Cut and fill slopes shall be cut and trimmed to
9 g• Diego area regional standard drawings. Any finish grade to produce smooth surfaces
and
In accordance with your request, we have performed a eotechnical and was established by determining where the 35 degree angle from the toe
changes or revisions therefrom shall be uniform cross sections. The slopes of
investigation for the subject project. The findings and recommendations of of the terrace deposits intercepts the surface (see Plate Number 1B). The
approved by the city Engineer prior to any excavations and embankments shall be shaped,
our study are Presented herewith. foundation within said setback should extend at least four feet below the LIMITATIONS request
for inspection. planted n a tr imm e d a ssn dir b y and engineer of 2. The soils report titled #87 211 0 6 prepared b orderly
The findings of this study indicate that the site is suitable for the aforementioned 35 degree angle plane. These foundations may consist of
condition. All stones, roots and other waste
REVIEW, OBSERVATION AND TESTING Sn CAL Stoll S dated 8 -25 -R7 shall be k and matter exposed
or excavation or embankment
proposed development provided the recommendations presented 1n the attached
report are complied with. deeper conventional footings or drilled piers. Recommendations for both considered as a part
of this grading plan. All
If you have any questions after reviewing he findi and recommendations alternatives are provided herein. furthermore, recommendations considering The
recommendations presented in this report are contingent upon our review grading shall be done in accordance with the slopes which are liable
to become loosened shall
be removed and disposed of. The toe and top of
recommendations and specifications contained in all slopes shall be rounded in accordance with
g 9 said report. the Grading ordinance.
contained in the attached report, please do not hesitate to contact this whether the existing loose surficial soils will be recompacted or not are of
final plans and specifications. The soil engineer and engineering
office. This opportunity to be of professional service is sincerely also provided herein. 3. A of this plan
does not constitute
appreciated. geologist should review and verify the compliance of the float grading plan PP P 5. All tress,
brush, grass, and other
approval of sizes, location and type of drainage objectionable material shall be collected,
Respectfully submitted, i) EXISTING LOOSE SURFICIAL SOILS RECONPACTEO with this report and with Chapter 10 of the Uniform Building Code. facilit
ies, nor of improvements within street piled or otherwise disposed of off the site by
OUTH CAL RNIA SOIL ESTING, INC.
right -of -ways. Separate approvals and permits the contractor so as to leave the areas
that
GENERAL: Shallow foundations may be utilized for the s of the for these shall be required in conjunction with have
been cleared with a neat and finished
7 Y DD It 1s recommended that Southern California 5011 i Testing, Inc. be retained improvement plans. appearance
free from unsightly debris. Approval
proposed structures. The footings Should have a minimum depth of 12 to provide continuous soil engineering services during the earthwork
4. written permission shall be obtained for any of location of debris fill shall be secured from
inches and 18 inches below adjacent finish g rade for one and two- o This is to observe compliance with the design concepts, off
-sits the soils engineer and city Engineer prior tc
Daniel B. Adler, R.C.E. /36037 9 Y D D 9 P grading.
Curtis R. Burdett, C.E.G. /1090 the disposal of any such material.
OBA :CRB:mw structures, respectively. A minimum width of 12 inches and 18 inches is specifications or recommendations and to allow design changes
in the event
�pFESS /0 5. Contractor shall take any necessary precautions D. LANDSCAPING
cc: (6) Submitted � n. �,�RED GE- recomeended for continuous and isolated footings, respectively. A that subsurface conditions differ
from those anticipated prior to start of required to protect adjacent properties during
(1) SCSdT, Escondido �5 P. y /,, �o- bearing capacity of 2000 psf may be assumed for said footings. This constrvcti on.
grading operations. Anything damaged or
destro ed shall be replaced or repaired to 1. All slopes shall be planted and
irrigated in
CONCLUSIONS AND RECOMMENDATIONS y P P accordance with plans approved by the City
bearing Capacity may be increased by one -third when considering wind condition existing prior to grading. Engineer.
Plans shall conform to the city of
and /or Seismic forces. Encinitas Grading Ordinance and all adopted
GENERAL 6. The developer shall be responsible that any landscape and irrigation standards.
monument or bench mark which is disturbed or
REINFORCEMENT: Both exterior and interior Continuous footings Should destroyed shall be re- established and replaced 2.
Finish grading and planting shall be 0
P P
Based on the findings of this Study, we conclude that with respect to by a registered civil engineer or a
licensed
accomplished on all slopes prior to October 1 or N
7. The contractor shall design, construct and A
land surveyor. between October 1 and April 15. N
be reinforced with two f4 bars positioned near the bottom Of the immediately upon completion of any slopes
graded T.
geotechnlcal aspects, the subject site is suitable for the proposed footing and two 14 bars positioned near the top of the footings. This
improvements provided the recommendations contained in this report are reinforcement is based on moll characteristics and is not intended to
ma all safety devices, including shoring, E. EROSION CONTROL 0
complied with. be in lieu of reinforcement necessary to Satisfy Structural and shall be responsible for conforming to all
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considerations. standards, laws and regulations. FRICK at 7 4
local, state and federal safety and health 1. In case emergent work is required, contact
TOM LL
- 5 (phone No.).
The site 1s underlain by up to three feet of loose surficial deposits. This
material is considered unsuitable for the support settle men t- s e nsitive fill or CONCRETE SLABS -ON- GRADE: Concrete slabs -on -grade should have a thick-
(1/2) mile of a structure for human occupancy be Safe available at all times during the rainy Q
improvements and will require removal and replacement nt as com fill 8. Grading and equipment operating within one -half 2.
Equipment and workers for emergency work shall Z
or ness of four inches and be underlain by a four -inch blanket of clean shall not be conducted between the hours of
5:30 season. All necessary materials shall be N
special our consideration. The underlying molls to a depth
p.m. and 7:30 a.m. nor on Saturdays, Sundays stockpiled on site at convenient locations
to
approximately ton on feet below existing grade are moderately compressiblee. . "
poorly graded coarse sand or crushed rock. The slab should be and city recognized holidays. facilitate
rapid construction of temporary 0
en
reinforced with No. 3 reinforcing bars placed at 36 inches on center devices when rain is eminent.
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This condition will require increase foundation reinforcement. M B. NOTIFICATIONS N
each way. A 6•x6•- W1.4xW1.4 welded wire mesh may be used in lieu of the 1. The existence and location of underground 3.
Devices shown on plans shall not be moved or modified without the approval of the Engineering U
W
additional consideration 15 the proximity Of the proposed StructUr! t0 the
rebars. However, it 1s imperative that the mesh be placed approximately utility pipes and structures shown on
these
inspector.
existing bluff. Special foundation consideration will be required for the ut
at the middle of the slab. Where moisture sensitive floor coverings are `
portion of the structure within 36 feet from the top Of the bluff. plans were obtained by a search of available
Planned, a visqueen barrier should be placed in the middle Of the sand records. To the best of our knowledge there
are 4. The Contractor shall restore all erosion control iA
no existing utilities except as shown on these devices to working order to the satisfaction of
GRADING
layer, plans, however: the City Engineer after each run -off producing j
rainfall.
The contractor is required to take due Z
EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to precautionary measures to protect any 5.
The contractor shall install additional erosion ul
SITE PREPARATION: If conventional foundations are proposed, site be nondetri mentally expansive. The recommendations contained in this
existing utilities or structures located at control measures as may be required by the City Q
preparation should begin with the removal from the site of any existing
report reflect this condition. the work. site. It is the contractor's Engineer due to uncompleted grading
operation or
vegetation and /or deleterious utter. Existing compressible surficial responsibility to contact the following unfor
eseen circumstances which may arise.
owners of said utilities or structures'
deposits underlying settlement - sensitive improvements (driveways, exterior
SETTLEMENT CHARACTERISTICS: The anticipated total and /or differential prior to any excavation, for verification 6.
The contractor shall be responsible and shall
and location of utilities and notification take necessary precautions to prevent public =
patios and retaining walls included) should be removed to firm natural settlements for the proposed structure may be considered to be within
of commencement of work: trespass onto areas when impounded waters create
ground. It 1s anticipated that maximum removal depth will be three feet. tolerable limits provided the recommendations presented in this report are
a hazardous condition.
a. sewers - LEUCADIA C. W. DISTRICT Im
Minimum horizontal limits of removal are five feet from the perimeter of 47 4
followed. However, some distress may occur to peripheral improvements 753-0155 7. All erosion
control measures provided per the
the improvements or property line, whichever is less. Firm natural ground b. Gas i Electric - S.D. G.E.
approved grading plan shall be incorporated M 4
within 36' from the bluff during the lifetime of the proposed structure 232-4282 hereon. N V
is defined as soil having an in -situ density of at least 85 percent as (75 years). C. water - SAN DIEGUITO M.W.D.
CO) "
determined in accordance with ASTM D- 1557 -78, Method A or C. The bottom of 8. Graded areas around the
project perimeter must - Z
753 -1145
the excavation should be scarified to a depth of 12 inches, watered d. Telephone - PACIFIC BELL drain
away from the face of slope at the W 0
D conclusion of each work day.
DRILLED PIERS: It may be economically feasible to utilize a pier and grade 1(800)422 -4133 C)f'
thoroughly and recompacted to at least 90 percent. The material removed beam foundation system to support the portion of the structure within 36
e. Cable TV - DIMENSION CABL protective devices shown shall be cc
should then be placed in six to eight inch compacted layers until desired ttttii I 9. Ali removable
feet from the existing bluff. Drilled piers should have a minimum diameter 2. Contractor shall notify e C tg gineer's in
place at the and of each working day when 0
elevations are reached. office 48 hours prior to beginning any work the five (5) day rain probability
forecast N
of two feet and should extend at least three feet below the 35 degree angle on this project. Phone: (619) 944 -5070 exceeds
forty percent (40%). Silt and other
debris shall be removed after each rainfall. IGii
plane (see Plate Number 10). A bearing capacity of 3000 psf may be utilized ` 0
SURFACE DRAINAGE: It is recommended that all surface drainage be directed 3. The contractor shall give 24 hours
notice
for said piers. For piers extending below a depth of 12 feet below existing on calls for inspection. Phone: (619)
944- 10. Should germination of hydroseeded slopes fail to
away from structures and the top of slopes. Ponding of water should not be Z
ca 5070. All work performed without benefit provide effective coverage of graded slopes (90t
g rade a bearing c a p acity Y of 5000 P sf may be utilized. These values may be � Z
allowed adjacent to foundations of inspection will be subject to rejection coverage) prior to November 15,
the slopes shall W W
increased by One -third when considering wind and /or seismic forces. All and removal. be stabilized with
punched straw installed in LL
accordance with Section 35.023 of the Erosion I W
EARTHWORK: All earthwork and radio contemplated for site
pier excavations Should be observed by a representative of this firs prior C. GRADING and Sediment control
Handbook of the State of N
grading I+P Preparation W Z
to placing concrete. The bottoms Should be free of any slough or loose California Department of Conservation.
should be accomplished in accordance with the attached Recommended Grading n ('3
mtaterlal. 1. All grading shall be Li9SE,21/ED and tested by a Vr N
Specifications and Special Provisions. Ali special site preparation qualified soils engineer or under his
SOILS ENGINEER'S CERTIFICATE Zr4
direction. He shall OBS4W.= and test the DANIEL B. ADLER C IV)
excavat
recommendations presented in the sections above will Supersede those in the ion placement and compaction of fills and
I, a registered civil engineer in the Q
EARTH RETAINING WALLS State of California, principally doing business in the field of
Standard Recommended Grading Specifications. All embankments, structural backfills and compaction of trenches. He shall
P Y g
submit soils reports as required and will applied soil mechanics, hereby certify that
a sampling and = Z �,r
q-
f111 and fill should be compacted to at least 901 relative Compaction at or PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
determine the suitability of any fill material. st•.:dy of the soil conditions prevalent within this site was M 0 iy
slightly over optimum moisture content. Utility trench backfill within Upon completion of grading operations he shall
made
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