1999-5942 G Street Address
- - -- Serial #
Category
Name Description
Plan ck. # Year
RESIDENTIAL DEVELOPMENT
Remodel and Additions
1832 Crest Drive
Encinitas, California
Design By:
Mr. Sam Chereskin, AIA
7750 El Camino Real, Suite 2D
Carlsbad, California 92009
(760) 942 -8287
Owner:
Mr. Duncan Newman
1806 Somerset Avenue
Cardiff, California 92007
(760) 942 -5342
Alpine Engineering File No.
-3046 -
California Civil Engineer RCE 27697
ALPINE ENGINEERING CIVIL ENGINEERING
P. O. Box 2155 SOIL ENGINEERING
Alpine, California 91903 Surveying
Technical Assistance Subdivisions
Fax (619) 445 -1869 (619) 445 -4700
4
ALPINE ENGINEERING
CIVIL ENGINEERING
P. �. Box 2155 SOIL ENGINEERING
Alpine, California 91903 Technical Assistance Surveying
Fax (619) 445 -1869 (619 445 -4700 Subdivisions
California Civil Engineer, RCE 27697
Mr. Duncan Newman
1806 Somerset Avenue
Cardiff, California 92007
Subject: Report of Soil Investigation
Residential Additions & Remodel
1832 Crest Drive
Encinitas, California
Dear Mr. Newman:
Pursuant to your request, we have completed a soil investigation at the
subject address. The findings and recommendations of our investigation
are presented in the attached report.
From a soil engineering standpoint, we find the site suitable for the
intended improvements, provided the project is designed and developed in
strict accord with the recommendations of the attached report.
If you should have any questions after reviewing the report, please do not
hesitate to call. We appreciate this opportunity to provide our
professional services.
Sincerely:
Alpine Engineering
ni
7 w No. 27697
Wallace M. Beron, RCE 27697 EXP.3/31 /vz
CNtL �Q
qTE OF CAI.YG
WMB /ocl
cc: (3) Submitted
Thu, Jun 11, 1998 -3046- Page 1
TABLE OF CONTENTS
CONTENTS - DESCRIPTION PAGE
Introduction ------------------------------------------------------------------- - - - - -- 1
SiteDescription ------------------------------------------------------------------ - - - - -- 1
Project Description ---------------------------------------------------------------------
1
Scope of Investigation ----------------------------------------------------- ----- - - - - -- 1 -2
Site Soils ------------------------------------------------------------------------------
2
Engineering Pro p ertie s ------------------------------------------------------------ - - - - -- 2
Soil Hazards ---------------------------------------------------------------------------
3
Liquefaction--------------------------------------------------------------------- - - - - -- 3
Site Suitability ------------------------------------------------------------------- - - - - -- 3
Recommendations 3 -4
Site Preparation and Grading Special Provisions ---------------------------------- - - - - -- 3 -4
Earthquake Requirements --------------------------------------------------------- - - - - -- 4
Foundation and Slab Design -------------------------------------------------------- - - - - -- 4
Structure Foundations --------------------------------------------------------- - - - - -- 4
Design of Foundations ---------------------------------------------------------- - - - - -- 4
On Grade Concrete Structure Slabs --------------------------------------------- - - - - -- 4
Existing Foundations -------------------------------------------------------------- - - - - -- 4
FinishGrading -------=----------------------------------------------------------- - - - - -- 4
NOTE
The following Figures 1- 12, Appendix "A" and Appendix "B"
Are attached hereto and by reference made a part hereof.
CONTENTS- DESCRIPTION PAGE
Plat of site conditions and test locations. ------------------------------ - - - - -- Figure No. 1
Log of Underground Exploration Typical Profile ------------------------ - - - - -- Figure No. 2
In -Place Density Tests ---------------------------------------- ------ - - - - -- Figure No. 3
Shear Summary ---------------------------------------------------- - - - - -- Figure No. 4
Proving Ring in place Bearing Value ----------------------------------- - - - --- Figure No. 5
Grain Size & Atterburg Limits (Soil Survey Data) ---------------------- - - - - -- Figure No. 6
Expansion Test Results ----------------------------------------- ----- - - - - -- Figure No. 7
Laboratory Compaction Tests Moisture / Density ------------------------ - - - - -- Figure No. 8
Technical Analyses
Active and Passive Pressures ---------------------------------------- - - - - -- Figure No. 9
Soil Bearing Pressures ------------------------------- --------------- - - - - -- Figure No. 9
General Information
AASHO Soil Classification Chart ------------------------------------- - - - - -- Figure No. 10
Unified Soil Classification Chart -------------------------------- -- --- - - - - -- Figure No. 11
Approximate Interrelationships of Soil Classifications ----------------- - - - - -- Figure No. 12
Appendix "A"
Investigation and Test Procedures -------------------------------------- - - - - -- Pages 1.5
Appendix "B"
Recommended Grading Specification- General Provisions ---------- -------- - - - - -- Pages 1 -8
Thu, Jun 11, 1998 -3046- Contents
REPORT OF
SOIL INVESTIGATION
RESIDENTIAL REMODEL & ADDITIONS
1832 Crest Drive
Encinitas, California
Introduction:
Presented herein are the results of our soil investigation completed at the
subject address. The purpose of the investigation was to classify and
analyze the bearing soils, identify potential soil hazards, determine site
suitability, and develop recommendations for site preparation and grading,
design of seismic response and design of foundation systems on the
project.
Site Description:
The site is a residential parcel located on the west side of Crest Drive in
the City of Encinitas. The property includes a well aged, single and two
story, wood framed residential structure. A raised wood sundeck has also
been added off the rear of the residence. Previous additions to the original
structure do not appear to meet current Building Code standards and show
distress associated with minor foundation movement.
Project Description:
The sundeck and pre- existing additions are to be removed and replaced.
The new residential additions will include about 800 SF at the first level
and 1200 SF at the second floor level. The sundeck will be replaced with a
concrete on -grade slab over about four feet of imported compacted fill.
Scope of Investigation:
This investigation consisted of surface inspection, subsurface
explorations, field and laboratory testing, and analysis of field and
laboratory data.
Thu, Jun 11, 1998 -3046- Page 1
` • 1
Scope of Investigation Continued:
The maximum depth of influence of the proposed development was judged
to be two feet. Subsurface exploration therefore, consisted of two hand -
dug two foot deep pits and seven proving ring penetrometer probes for in-
situ bearing capacity.
Investigation and test procedures are outlined in Appendix "A" consisting
of 5 pages attached hereto. Tests results and analyses are presented in
attached Figures 1 -9. (See Table of Contents)
Site Soils:
The soils encountered on the site consist of well drained, deep loamy
coarse sands, weakly consolidated to noncoherent marine sand. (See
"Typical Profile " - Figure No. 2)
Engineering Properties:
Tests and analyses of the prevailing foundation soils indicate the
following engineering properties:
Origin Soil Engineering Property
Fig. 6 Liquid Limit - - - - -
Fig.6 Plasticity Index Non Plastic
Fig. 4 Angle of Internal Friction 38 deg.
Fig. 4 Apparent Cohesion 210 psf
Fig. 8 Maximum Dry Density 119.2 pcf
Fig. 8 Optimum Moisture 8.0
Fig. 7 Expansion Index -0- @ 144 psf
Fig.2 Unified Classification (SM)
Fig. 6 AASHO Classification A-2
Fig. 9 Active Soil Pressure 28.3 pcf
Fig. 9 Passive Soil Pressure 502 pcf
Judged Active Pressure - Restrained Condition 35.0 pcf
Judged Coefficient of Friction - Soil /Concrete 0.50 X Dead Load
Thu, Jun 11, 1998 -3046- Page 2
Soil Hazards:
No evidence of potential landslide, subsidence, faulting, or other soil
hazard was detected on the site.
Liquefaction:
Liquefaction is the phenomenon in which soils loose all shear strength for
short periods of time during an earthquake which could result in severe
structural settlement. Liquefaction is generally confined to loose,
saturated sands and silts which are subject to sufficient ground shaking
during an earthquake.
In order to have a potential for liquefaction, a soil must be cohesionless
with a grain size distribution of a specified range: it must be loose to
medium dense: it must be below the groundwater table: and it must be
subjected to sufficient magnitude and duration of groundshaking.
Our evaluation incorporated an assumed minimum ground acceleration of
0.25 g., the apparent density of soils at critical depth, cohesion within the
soil mass (c= 210 psf), and the absence of ground water within five feet
of the bottom of foundations. Based on this evaluation, it is our opinion
that the risk associated with liquefaction at the site is very low.
Site Suitability:
The site is stable and, with strict adherence to the recommendations
which conclude this report, will be suitable for its intended use.
RECOMMENDATIONS
Site Preparation and Grading:
All preparation and grading operations should be completed in accordance
with the attached "Recommended Grading Specification- General
Provisions" and the following special provisions:
Thu, Jun 11, 1998 -3046- Page 3
Site Preparation and Grading Continued:
After the demolition is completed and the site cleared of all trash and
debris, the building areas should be excavated to firm bearing strata,
about 18 inches and recompacted to above 90 percent of maximum dry
density. Surfaces exposed after excavations should be scarified and
moisture conditioned prior to recompaction operations. This preparation
and compaction procedure should be completed under all new structures
and structural fills.
The earthquake requirements set forth in Chapter 16, Division III of
the 1994 UBC will be safe for use in the design of structures on the
project.
Foundation and Slab Design:
New foundations should extend a minimum 18 inches
below the lowest adjacent grade and reinforced with a
minimum of one No. 4 bar near the bottom and one near the top.
Design of foundations should incorporate a maximum soil
bearing pressure of 2163 psf as determined by proving ring
penetrometer tests performed on undisturbed site bearing soils
(See Figure No. 5 ) and by analysis in Figure No. 9 .
On grade concrete structure slabs, if any, should be a
minimum of 4 inches thick, cast over 4 inches of clean sand
(clean native sand is acceptable) with a moisture barrier and
reinforced with No. 3 bars at 20 inches on center in each
direction.
Existing Exterior Structure Foundations supporting second story
additions should be buttressed as set out in Figure No. 1. Interior
foundations, however are capable of supporting the additional loads
provided the recommended maximum soil bearing pressure is not exceeded.
Finish grade the site, after structures and other improvements are
installed, such that surface waters are directed away from building
foundations a distance of five feet. Thence, via surface swales and /or
underground drains, toward and into approved drainage ways.
Thu, Jun 11, 1998 -3046- Page 4
Field Technician Report
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Alpine Engineering DATE
Field /Laboratory- Testing /Analyses
(619) 445-4700
P. O. Box 2155, Aone. CA, 91903 Figure No.-/—
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Alpine Engineering DATE
Field /Laboratory- Testing /Analyses (619) 445-4700
P. O. BOX 2155, Aloire, CA. 91903
Figure No. -57
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Alpine Engineering DATE
Field /Laboratory- Testing /Analyses . (619) 445-4
P O. BOX 2155, AiQ,r CA. 91903 700
Figure No,
ROVING RING PR -025
ER IAL. N0, 24482
4PAC I TY 250,00 POUNDS
4LIDRATION DATE 01 SEP 1994
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110 # 36 36 36 37 37 37
38 38 38 39 39 39 40 40 40 41
120 * 41 41 42 42 42 43 43 43 44
130 * 44 45 45 45 46 46 46 47 47 44
140 * 48 48 48• 49 49 49 47
50 50 50 51
150 # 51 51 52 52
52 53 53 53 54 54
160 # 54 55 55 55
170 56 56 56 57 57 57
58 58 58 59 59 59 60 60 60
180 * 61 61 62 62 62 63 63 61
190 * 64 64 65 65 63 64 64
200 # 65 66 66 66 67 67
67 68 68 6B 69 69 69 70 70
210 * 71 71 71 72 70
72 72 73 73 73 74
220 * 74 74 75 75 7 76 7
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250 * 84 84 85 85 �� 84
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Alpine Engineering DATE.
Field /Laboratory- Testing /Analyses
P. O. Box 2155, Alpine. CA. 91903 ( 6 1 9) 445-4700
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GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
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Alpine Engineering
Field /Laboratory - Testing /Analyses DATE
(619) 445 -4700 c % / ��
P. O. Box 2155, Alpine. CA 91903
Figure No.
Figure No.
EXPANSION TEST RESULTS
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Alpine Engineering DATE
mae� Field /Laboratory - Testing /Analyses
(6 1 9) 445-4700
P. O. Box 2155, Alone. CA 91 931
Figure No.-2—
Figure No.
TECHNICAL ANALYSIS
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Alpine Engineering DATE
Field /Laboratory - Testing /Analyses G�illgF�
P. O. Box 2155, Aioine CA. 91903 61 445 4700
Figure N0.
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Alpine Engineering DATE
Field /Laboratory - Test /A nalyses 47
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Alpine Engineering DATE
Field /Laboratory - Testing /Analyses
P. O Box 2155, Alone. CA. 91931 (619) 445 4700
Figure No.
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
COARSE - GRAINED
More than half of material is larger than a No. 200 sieve
GRAVELS, CLEAN GRAVELS
More than half of coarse fraction Ls larger than GW Well- graded gravels, gravel and sand mix -
No. 4 sieve size, but smaller than 3"
lures, little or no fines.
GP Poorly graded gravels, gravel and sand mix-
tures, little or no fines,
GRAVELS WITH FINES GM Silt ravels, p oorl y Silty g P y graded gravel- sand•s�lt
(appreciable amount)
mixtures.
GC Clay gravels, poorly graded gravel sand -silt
mixtures.
SANDS, CLEAN SANDS SW Well- graded sand, gravelly sands, little or no
More than half of coarse fraction is smaller than a
no tines.
No. 4 sieve.
SP Poorly graded sands, gravelly sands, little or
no fines.
SANDS WITH FINES SM Silt
(appreciable amount) y sands, poorly graded .sand and silty
mixtures.
SC Clayey sands, poorly graded sand and clay
mixtures.
FINE - GRAINED
More than half of material Is smaller than a No. 200 sieve
SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour,
sandy silt and clayey -silt sand mixtures with
a slight plasticity.
Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays. Silty clays, clean
clays.
OL Organic silts and organic silty clays of low
plasticity.
MH Inorganic silts, micaceous or diatomaceous
fine sandy or silty sods, elastic nits.
Liquid Lima Greater Than 50 CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highly organic sods
Alpine Engineering DATE.
Field /Laboratory- Testing /Analyses
(6 1 9) 445-4700
P. O. BOX 2155, Alprn?, CA 91903
Figure No. r/
2 3 4 5 6 7 8 9 10 15 20 25 30 4 50 60 70 80 90 100
Unified Soil Classification (2) r !T
Corps of Engineers. r - -- --�
Deportment of the Arm
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AASHO Soil Classification (3 )
Bureau of pvbllc Itoads
i
Federal Aviation Agency
Soil Classification 1 I E Z
Resistance Value —R (s) I 1
20 I 30
40 I 50 55! 60 70 80 85
Modulus of Subgrode Reaction —k psi P per in, le)
1 0 0
150 200 250 30o 400 500 600 700'800
Bearing Value, psi 1�1
(30•In, diameter plate, 0.1•in. deflection)
10 l
20 I 30 40 50 60 70
California Bearing Ratio —CBR
l 4 5
0 7 8 9 10 15 20 25 30 s 5 70 8^ 9 100
11) for the bai,c Idea, Iee O 1 parr er, "poundal -ons for fls, blr pore n
proceed,ngs of th r ncond Annvo, M••r,n g, 1 912, Vol. 22, pope, 100.136 enn' , HlghroY Reseorcn Board
SYS4(,n) Chorocto, O f So'( Sort G pert mn9 to Roods and Al,fleid,,' Append -A B 'he Un'hed So" Clo,,. I'cohan
V.S. Ar Coral Of Techn, col Me,,,arandvrn 3.
IJI 'Clon;f4a of H. h.rov Sib 317, 1953.
Annuo� M I9 S 9 9 Mareriols," H�gA.oY Re,e arch Board p.o, oed,n g, of th Twenty I,Irh
ee ran g, . Vol 25, post, 376 392.
I11 , gooey io9:.. U par „ " • "r of Commen', fe po.• t � ",on Agency. MoY 1 918, pages 11 '6. Em.
Toled v— ralvel D M—.1 for A,r
1918 `
I N HvI A N e a,o
. Dap•, ' ]4 119 R ., 0q,,O, d ro, ,fo_. ;'lob g •., Record, voi. 1 4 , , No. 2 1�IY 1
(01 See T. A. M ddleb. _d Cal Or n, S lo McIhod D• „gn
uo ` 1 �coW Ann er� So
T9111 for 04+gn o1 R C pa. •,m en h,' M 9n -vY eena
Board i.oc••ding, of the r.enr of M . ,,, 11, 1912, VOf. 22, pag 1 52. Y , 1
and lr,8 lot devgn of concre,e paYe,nenr, p 9 uaor vied ,n we,�e,gaardl
(7) $ee reference (61, page 1 11.
Approximate interrelationships of soil classifications
and bearing values.
Alpine Engineering DATE:
Field /Laboratory - Testing /Analyses
P. O. BOX 2155, Alpne, CA. 91903 (619) 445 -4700
Figure No.1a
APPENDIX "A"
INVESTIGATION AND TEST PROCEDURES
1. Surface Inspection and Subsurface Explorations:
1.1 Surface Inspections are conducted by our senior field technician
under the direction of a California Registered Civil Engineer (engineer).
The purpose of the inspection is to: (1) identify and classify the soil
formations on and /or affecting the site; (2) identify existing or potential
soil hazards; (3) identify disturbances in the natural formation such as
man -made fills, subsurface installations and so on; (4) select the
locations where exploratory excavations are to be made; and (5) determine
the minimum depths to which the excavations should extend and
recommend the equipment to be used.
Note: Judgements incorporating special site conditions and /or the
type and design loads of proposed structure foundations are
made by the engineer.
1.2 "Subsurface Explorations" consist of trench excavations, hand dug
open pits and /or borings extended beyond the depths of influence by the
grading or foundation system. Undisturbed or bag samples are transported
to the laboratory for tests and analysis. In -place shear strength, density,
moisture and bearing tests are made in undisturbed strata as directed by
the engineer. All open excavations are backfilled immediately to eliminate
potential hazards.
2. Field and Laboratory Testing:
Field and laboratory tests are performed in accordance with generally
accepted (A.S.T.M.) or (AASHTO) test methods or other procedures set out
by the engineer. Brief descriptions of the tests performed are presented
below:
2.1 In -Place Field Moisture and Density:
Field moisture and density of the soil mass is determined by applying the
current applicable provisions of ASTM test method D -1556 (Sand Cone). In
particular, the sampling procedure consists of:
a. Leveling a portion of the surface to be tested.
Alpine Engineering 1
APPENDIX " A "
INVESTIGATION AND TEST PROCEDURES
Field Moisture and Density Continued:
b. Seating a special base plate approximately 12 inches square
with a 6.5 inch diameter hole and seating ring.
c. Removing 5 to 8 pounds of soil through the hole without
disturbing the remaining soil mass.
d. Determining the volume of the hole by filling it with
calibrated sand of known density through a special cone seated
on the plate. The weight of sand in the hole is determined by
the weight loss from a measured amount filling the hole.
e. Weighing the soil removed from the hole and thus determining
the in -place density of the soil strata.
f. Moisture is found by drying a sample of the removed soil in an
oven or by calcium carbide chemical analysis. (Speedy
Moisture Tester)
2.1.1 Alternate in -place field density tests:
This method employs an Eley CN -940 Volumeter with a 1.12" i.d. (28.4 mm)
X 2.75" (69.8 mm) cylinder, piston stem marked 0 -30 cc and vernier scale
which reads to 0.05 cc. A density sample is taken by pressing the cylinder
laterally or vertically into undisturbed strata with the stem all the way
back. The volume is then set at 30.00 cm the extruded portion trimmed
and the device plus sample accurately weighed. The results are converted
to Pounds /Cu. Ft.
2.2 Proving Ring Penetrometer Tests:
A CN -970 Proving Ring Penetrometer with a 30 degree cone point designed
with an equivalent base area of 1 Square Inch is used to determine the
bearing pressures the soil mass will support. The proving ring is
calibrated and accompanied by a chart converting the dial readings to
pounds /square foot up to 250 psf. Actual bearing capacities of undisturbed
strata and /or in -place compacted fill can be determined by direct
measurement in the field. Safety factors related to the uniformity of the
soil mass and experience are applied to the actual capacities by the
engineer to find safe bearing pressures to be incorporated into the
design of foundations on the project.
Alpine Engineering 2
APPENDIX "A"
INVESTIGATION AND TEST PROCEDURES
2.3 In -place Shear Tests:
The CL -600A Trovane Shear Device is used in the field to obtain shear
strengths of undisturbed natural strata or compacted fill. The vane driver
has a dial scale which is modified to read shear in tons /square foot while
a uniform normal stress is applied.
2.4 Atterberg Limits:
The " Atterberg Limits" are measured by the water content that
corresponds to the boundaries between several arbitrary states of
consistency progressing from liquid to solid. These limits tests are
performed on that portion of the material passing a No. 4 sieve.
a.The liquid limit is the water content in percent dry weight at which
the soil first shows a small but definite shearing strength with a
reduction in water content. In reverse direction, it is the water content at
which the soil mass just starts to become liquid.
b. The plastic limit is the water content at which the soil mass ceases
to be plastic and becomes brittle or crumbly when rolled into threads one -
eighth inch in diameter. The plastic limit is always lower than the liquid
limit.
c. The plasticity index is the numerical difference between the liquid
limit and the plastic limit and represents the range of moisture over
which the soil is plastic. The plasticity index, in combination with the
liquid limit, indicates the sensitivity of soils to changes in moisture
content. Relationships of the plasticity index to strength and expansive
properties of soils are well established.
Alpine Engineering 3
APPENDIX "A"
INVESTIGATION AND TEST PROCEDURES
2.5 Mechanical Analysis:
The mechanical (Sieve) analysis consists of the process of passing a
representative sample through a system of sieves each with progressively
smaller openings from 6 inches at the top to #200 at the bottom.
Hydrometry is often used to determine grain sizes within that portion
passing the #200 sieve. By weighing the total sample and subsequently
the amount retained on each sieve the portion, or percentage, of the
sample passing each is determined. Data from a mechanical is used to
develop a "gradation curve" (percent finer curve) which shows the partical
size distribution. Relationships between the gradation of soils and their
engineering properties are used to evaluate stability, resistance to
erosion or scour, compactibility, shearing resistance and bearing capacity.
2.6 Direct Shear Laboratory Tests:
Direct shear laboratory tests are performed to determine the failure
envelope based on yeald shear strength. The shear box was designed to
accommodate a sample having diameters of 2.375 inches or 2.5 inches and
a height of 1.0 inch. Samples are tested at different vertical loads and
saturated moisture contents. The Shear stress is applied at a constant
rate of strain of approximately 0.05 inches per minute.
When direct shear tests are determined necessary by the engineer
representative samples are transported to a more complete laboratory for
testing. results of shear tests are used to determine, active, passive and
soil bearing pressures through the use of the Rankine and Terzaghi
equations.
2.7 Expansion Index Test:
An expansion index test is performed on remolded representative samples
Of soils likely to influence the projects foundation system. A sample
passing the #4 sieve is brought to optimum moisture content, then dried
at a constant temperature of 230 deg. F. for at least 12 hours or until the
moisture remains constant. The specimen is then compacted in a 4 -inch
diameter mold in two equal layers by means of a tamper, then trimmed to
a final height of one inch, and brought to a saturation of approximately
50 %.
Alpine Engineering
4
INVESTIGATION AND TEST PROCEDURES
2.7 Expansion Index Continued:
The specimen is placed in a consolidometer with porous stones at the top
and bottom, a total normal load of 12,63 pounds (144.7 psf) is applied and
the sample is allowed to consolidate for a period of 10 minutes. The
sample is allowed to become saturated and the change in vertical
movement is recorded until the rate of expansion becomes nominal. The
Expansion Index is reported as the total vertical displacement times the
fraction of the sample passing the #4 sieve times 1000.
The expansion index is used to classify the soil in accordance with
Section 2904 (b) of the Uniform Building Code. Special design
consideration is required for structure foundations located on, or within
three feet, of soils with an expansion index greater that 20.
2.8 Density /Moisture Relationship:
The maximum dry density and optimum moisture content (the proctor ) of
soils represented on the site are determined in the laboratory in
accordance with ASTM Standard Test D- 1557 -91, Method A. Field moisture
and densities are compared with the appropriate density /moisture test to
judge the density and suitability of soils intended to support structures.
Note:
Results of all tests, findings and analyses are presented in the text of the
report attached hereto.
Alpine Engineering
5
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
1. GENERAL:
The site shall be prepared and graded in accordance with this
specification; the approved grading plans; applicable Sections of the
Uniform Building Code; Codes, ordinances and policies of the Governing
Agency; and, recommendations of the attached "Report of Soil
Investigation ".
1.1 Intent:lt is the intent of this specification to establish the level of
control and set out the minimum standards for clearing and grubbing,
preparing natural soils, processing fill soils, placing and compacting fills
and grading the project. This specification is a part of the "Report of Soil
Investigation" (herein after referred to as Report) and shall be used in
conjunction with it. Notwithstanding the recommendations of the "Report ",
deviation from this specification will not be permitted except
when modified in writing by Scenic Coast Building Sciences.
2. DEFINITIONS: For the purposes of this specification the definitions
listed hereafter shall be construed as specified in this specification.
Bedrock is in -place solid rock.
Bench is a relatively level step excavated into earth material on
which fill is to be placed.
Borrow is earth material acquired from an off -site location for use
in grading on a site.
Civil Engineer shall mean a professional engineer registered in the
state of California to practice in the field of civil works. The term Civil
Engineer (herein after referred to as Civil Engineer) is the person
responsible for preparation of the approved grading plans.
Civil Engineering shall mean the application of the knowledge of
the forces of nature, principals of mechanics and the properties of
materials to the evaluation, design and construction of civil works for the
beneficial uses of mankind.
Compaction is the densification of soils by mechanical means.
Earth Material is any rock, natural soil or fill and /or any
combination thereof.
Alpine Engineering
Page 1
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
DEFINITIONS CONTINUED:
Earthwork includes all site preparation, grading and compaction
operations.
Erosion is the wearing away of the ground surface as a result of the
movement of wind, water and /or ice.
Excavation is the mechanical removal of earth material.
Fill is the deposit of earth material placed by artificial means.
Grade shall mean the vertical location of the ground surface.
Existing Grade is the grade prior to grading.
Rough Grade is the stage at which the grade approximately conforms
to the approved plan.
Finish Grade is the final grade of the site which conforms to the
approved plan.
Grading is any excavating or filling or combination thereof.
Key is a designed compacted fill placed in a trench excavated in earth
material beneath the toe of a proposed fill slope.
Report is the "Report of Geotechnical Investigation" of which this
specification is a part.
Site is any lot or parcel of land or contiguous combination thereof,
under the same ownership, where grading is performed or permitted.
Slope is an inclined ground surface the inclination of which is
expressed as a ratio of horizontal distance to vertical distance.
Soil is naturally occurring superficial deposits overlying bedrock.
Site Engineer shall mean a civil engineer experienced and
knowledgeable in the practice of soils engineering. For purposes of this
specification the term Site Engineer shall mean Alpine Engineering.
Site Technician shall mean a soil technician judged to be qualified
by the Site Engineer to perform tests and observations and log the results.
Soils Engineering shall mean the application of the principals of
soil mechanics in the investigation, evaluation and design of civil works
involving the use of earth materials and the inspection and testing of the
construction thereof.
Terrace is a relatively level step constructed in the face of a graded
slope surface for drainage and maintenance purposes.
Unsuitable soil is soil which in the opinion of the site engineer is
not competent to support other soil, fill, or structures or to satisfactorily
perform the other functions for which the soil is intended
3. SUBSURFACE CONDITIONS: Borings, trenches and test pit
Alpine Engineering
Page 2
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
investigations have been made at available locations defined by the Site
Engineer. Records and /or results of these investigations are set out in the
"Report ". The information obtained from these excavations applies only to
conditions encountered at their locations and to the depth to which they
were made. It shall be the responsibility for the contractor to examine the
site personally and to conduct such additional investigations as he may
deem necessary for planning and execution of work. The contractor shall
inform the Site Engineer immediately if any conditions not described in
the "Report" are encountered.
4. HAZARDS: Whenever the Site Engineer determines that any existing
excavation or embankment or fill on private property has become a hazard
to life and limb,or endangers property, or adversely affects the safety,
use or stability of the land the governing agency, owner, civil engineer,
and contractor shall be notified.
5. QUALITY CONTROL:
5.1 Site Engineer's Responsibility: The site engineer's area of
responsibility shall include, but need not be limited to, responsible charge
of the inspections and approvals concerning the preparation of ground to
receive fills, testing for required compaction, stability of all finish
slopes and the design of buttress fills, where required, and incorporating
data acquired during the earthwork operations and /or supplied by the
"Report ".
The site engineer will analyze the results of tests and observations made
by the site technician, exercise engineering judgement and make all
decisions related to suitability and acceptability of earthwork operations.
The site engineer will prepare a written "Report of Site Preparation,
Grading and Compaction of Fills". This report will include locations and
elevations of field density tests, summaries of field and laboratory tests
and other substantiating data and comments on any changes made during
grading and their effect on the recommendations made in the "Report ". He
shall provide approval as to the adequacy of the site for its intended use.
Alpine Engineering
Page 3
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
QUALITY CONTROL CONTINUED:
5.2 Contractor's Responsibility: It shall be the responsibility of the
contractor to to assist the site engineer and keep him apprised of work
schedules and any conditions which do not appear to have been defined in
the "Report ". Compliance with governing codes, grading the land to the
lines and grades shown on the approved plans and compacting the soils to
specified densities are the sole responsibility of the contractor.
5.3 Test Methods:
Optimum moisture and maximum dry density shall be determined in
accordance with ASTM te$t method D1557 -91 which uses 25 blows of a 10
pound rammer falling 18 inches on each of 5 layers in a 4 inch diameter
1/30 cubic foot cylindrical mold.
In -place field density shall be determined in accordance with ASTM
test method D1556 (sand cone & 6 1/2" field density plate).
Proving Ring Penetrometer tests shall be conducted by the site
technician and used to judge the uniformity, compaction and stability of
the soil mass.
5.4 Location and Elevation of Field Density Tests: Field density
tests shall be taken for approximately each layer of fill, but not to exceed
two feet in vertical height between tests. Field density tests may be
taken at intervals of 6 inches in elevation gain if required by the site
engineer. The location of tests in plan shall so spaced as to give the best
Possible coverage and shall be taken no farther apart than 100 feet. Tests
shall be taken on corner and terrace lots for each two feet of elevation
gain. The site engineer may take additional tests as necessary to check on
the uniformity of compaction. Where sheepsfoot rollers are used, the tests
shall be taken in the compacted material below the disturbed surface.
Additional layers of fill shall not be spread until the site engineer has
determined that the specified density has been reached to the current
elevation.
Alpine Engineering
Page 4
APPENDIX "8"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
QUALITY CONTROL CONTINUED:
5.5 Inspection /Surveillance:
Sufficient inspection and surveillance by the site technician shall be
maintained during the earthwork operations to assure compliance with
this specification.
6. SITE PREPARATION:
6.1 Clearing and Grubbing: Within the areas to be graded, all trees,
brush, stumps, logs and roots shall be removed and legally disposed of.
6.2 Stripping: Stripping, if required in the "Report" or grading plans,
shall be conducted on all excavation and fill areas. Topsoils shall be
removed to a minimum depth of one foot and shall be stockpiled for use in
finish grading. Any artificial fill or rubbish, organic or other deleterious
material encountered in the stripping operation shall be removed to its
full depth and legally disposed of.
6.3 Preparation of ground: The ground surface shall be prepared to
receive fill by removing vegetation, noncomplying fill, topsoil and other
unsuitable materials to the depths directed by the site engineer,
scarifying to provide a bond with the new fill and, where slopes are
steeper than five to one, by benching into sound bedrock or other
competent material as determined by the site engineer. A key shall be
constructed at the toe of the fill. Where fill is to be placed over a cut, the
bench under the toe of fill shall be at least 10 feet wide but the cut must
be made prior to placing fill and approved by the site engineer as a
suitable foundation for fill.
6.4 Fill Material: Detrimental amounts of organic material shall not be
permitted in fills. Except as permitted by the site engineer, no rock or
similar irreducible material with a maximum dimension greater that 12
inches shall be buried or placed in fills.
Alpine Engineering Page 5
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
SITE PREPARATION CONTINUED:
6.5 Buried Structures: Any abandoned buried structures and utilities
encountered during grading operations shall be totally removed. The
resulting depressions shall be backfilled with suitable material placed
and compacted in accordance with this specification. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines, leach lines, storm
drains and water lines. Abandoned water wells shall be backfilled and
capped as directed by the site engineer.
7. PLACING AND COMPACTING FILLS
7.1 Source: To the extent practicable, all suitable on -site cut materials
shall be used to construct the fills. If cut quantities are insufficient to
bring the site to plan grade levels borrow materials must be approved by
the site engineer before transporting them to the site.
7.2 Sequence of Operations: Filling shall begin in the lowest section
of the area. Fill shall be spread in layers as hereinafter specified. The
surface of each layer shall be approximately horizontal but will be
provided with sufficient longitudinal and transverse slope to provide for
runoff of surface water from every point. Filling shall be conducted so
that no obstruction to drainage is created at any time. Dewatering
facilities, if any, shall be continuously maintained in effective operating
condition.
7.3 Layer Construction: Fill shall be spread in approximately horizontal
layers measuring 10 inches in thickness prior to compaction. Each layer of
fill shall be inspected prior to compaction. All visible roots, vegetation,
or debris shall be removed. Stones larger that 12 inches shall be removed
or broken. The water content of each layer shall be determined to be
suitable for compaction or shall be brought to a suitable condition by
measures hereinafter described. Material incorporated in the fill which is
not in satisfactory condition shall be subject to rejection and removal at
the contractor's expense.
Alpine Engineering
Page 6
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
PLACING AND COMPACTING FILLS CONTINUED:
7.4 Fill Slopes: Fill slopes shall be compacted by means of sheepsfoot
rollers or other suitable equipment. In addition, fill slopes at ratios of
two to one or flatter, should be track rolled. Steeper fill slopes shall be
over -built and cut -back to finish contours. Slope compaction shall result
in all fill material six or more inches inward from the finish face of the
slope having a relative compaction of at least 90 % of maximum dry
density. Compaction on the slopes shall continue until the site engineer is
satisfied that they will be stable.
7.5 Compaction: All fills placed on the site and all backfill of removed
topsoils, trenches and retaining walls shall be compacted to within 90%
of maximum dry density. If the percentage compaction at any point is
found to be unacceptable, additional compaction with or without
modification of the field moisture content as directed, shall be performed
and a second moisture - density determination made. This procedure shall
be repeated until satisfactory compaction is obtained. Under pavement
areas the upper 6 inches of subgrade soil and all base shall be compacted
to above 95 percent of maximum dry density.
7.5.1 Equipment: The contractor shall describe the type or types of
compaction equipment which he proposes to furnish for use under the
contract. If in the opinion of the site engineer, any proposed type is
considered unsuitable or inadequate, the contractor shall be required to
select and furnish an alternate approved type or demonstrate by field trial
conducted at his own expense that the originally proposed type will
perform in a satisfactory manner.
7.5.2 Moisture Content: Compaction shall be performed only when the
fill material is in an approved condition of moisture content. In the
absence of a specific waiver of these provisions, the approved condition
shall be in the range of 2% less to 1% more than the optimum moisture
content established by laboratory analysis.
Alpine Engineering Page 7
APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
Moisture Content Continued:
The contractor shall furnish equipment for modifying the moisture content
of the fill material and at times when the moisture content is not within
the specified range, shall operate such equipment so as to achieve the
necessary correction with minimum loss of time. The addition of water
shall be accomplished by methods which will distribute the added water
evenly and in a controlled manner over the fill. Reduction of the water
content shall be accomplished by methods which are effective for
promoting aeration of the fill material.
8. TRANSITION LOTS:
Where transitions between cut and fill occur within a proposed building
pad, the cut portion shall be over - excavated a minimum of one foot below
the bottom of proposed foundations and recompacted as heretofore
specified.
9. PROTECTION OF FILL DURING CONSTRUCTION:
Despite the provisions of other sections of this specification, layer
placement and thickness shall be so controlled that no ponding of water
can occur on any working surface. This shall be accomplished however,
without at any time exceeding the specified maximum layer thickness.
Grading operations shall be performed so as to insure unobstructed run-
off at all times from every point on the working surface.
10. SEASONAL LIMITS:
No fill material shall be placed, spread or rolled if weather conditions
increase the moisture content above permissible limits. When the work is
interrupted by rain, fill operations shall not be resumed until field tests
by the site engineer indicate that the moisture content and density of fill
are as previously specified.
Alpine Engineering Page 8
v'
• Civil Engineering
OP ° • Land Planning
• Structural
. Surveying
March 29, 1999
City of Encinitas
Engineering Department
RE: HYDROLOGY EVALUATION — THE NEWMAN RESIDENCE
1832 CREST DRIVE - CITY OF ENCINITAS
Please allow this letter to serve as a hydrology evaluation for the subject residential
grading plan. Based upon a site investigation and the attached hydrology map for this
parcel, it is obvious that the drainage basin is basically the site itself. Assuming urban
drainage design, it is conservatively estimated that the 100 -year storm over this parcel is
approximately 1.5 cfs.
The grading plan for this residence proposes to terrace the backyard into 3 pads for
recreation and future pool areas. This lot fronts along Crest Drive, which acts to divert
the drainage from entering onto this parcel. It appears from our field observations that
little or no water enters the site from Crest Drive. In other words, the entire site is
basically at the top of its own drainage basin.
It is our professional opinion that typical drainage devises utilized for single family
residential construction, i.e., sheet flow, swales, berms and brow ditches, will be
adequate, by inspection, to handle the anticipated drainage for this site. Ultimately, all of
the drainage will be directed towards the back of the lot to the west, where it has always
been routed.
As Engineer of Work for this residential grading plan, we respectively request your
acceptanceX this hydrology evaluation. Should you have any questions or comments,
please fe free to contact this office or respond, as such, with plan check comments. rn
Sin rely,
GAN NGINEERING —
Q RoF E S S /O
E. 4 F.
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LU p 2 m
C 39726
Douglas E. Logan, R.C.E. 39726 * Exp 12 -31 -01
Principal
�9T CIVIV
Attachment F OF C_ c i
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132 N. El Camino Real, Suite N Encinitas, CA 92024
Encinitas Office; Fax /Phone 760- 942 -8474
Fairbanks Office; Phone 619- 756 -8696
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