1995-4170 G— 1,7 tl — V, T —
ENCZNI^_AS, CA 93 10124
GRADING PERMIT
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HAVE VrAD =:iE APPLICa 1ON AND STATE THAT •Z°':
V'03G- -T TT'!j AL CIT`i
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AIv?1 GRADING. A. "iU T'u-7 PwOVT_SIJNS A:CL l,V!l __J - OF
TO r-:IS Ai PLICA ION.
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DATE
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City of
Encinitas
February 5,1996
Helmut Kiffman Et. Al.
5820 Miramar Rd.
San Diego, Ca. 92121
Re: Tract 94 -141 (TPM) (227 Vulcan Ave. N.)
Grading Application No, 4170GR 4281GR
A.P.N. 256 - 400 -53
Permit Issuance Requirements
Mr. Kiffman:
The proposed Parcel Map of Tentative Parcel Map 94 -141 was recorded on August 8, 1995 as PM 17568.
The related grading plans 4170 -G and 4281 -G were approved by the Director of Engineering Services on
March 27,1995 and June 29, 1996, respectively, and will expire in 3 years. In order to obtain a Grading
Permit and proceed with development of your property, you will need to satisfy the following
requirements:
(1) Post a Security Deposit in the amount of $9,066.00 to guarantee performance of
earthwork, drainage improvements, retaining wall, and erosion control. Up to eighty
percent of the amount may be in the form of a Performance Bond issued by a State of
California licensed surety company. Twenty percent has to be in the form of cash,
a certificate of deposit, a letter of credit, or an assignment of account The City must
pre-approve any financial instrument's format-
(2) Complete the Security Obligation Agreement
(3) Pay an Inspection Fee of 5453.00. This fee is non - refundable and is applied to
inspection of the lot grading. No fees are due for the inspection of the private road
(4)' Pay a Development Fee for flood control oW D-06. Also non - refundable. This fee is
an assessment of 50.21 /s.f. against new impervious'surface resulting from construction
(2ooCr't AQ of the private road -
ea�_oi—
(5) Provide (4) bluelme prints of the approved Drawing 4170G.
(6) Provide the name, address, telephone number and state license no. of your construction
contractor if not yourself.
(7) Sign the Permits. You or your authorized representative may sign
Once the Grading Permits are issued, a waiting period of 48 hours must pass before you or your
contractor can schedule a pr=nswction conference. Refer to Grading Note k9 for full Details.
Per Fire Department regulation, the first lift of asphalt pavement on the private road must be completed
prior to the issuance of building permits on parcels 2 & 3.
TE1619 -633 -2600 / FAX 619 - 633 - 262- 505 S. Vulcan Avenue. Encinitas. Califomu 92024.3633 TOD 619 - 633.2700 die pow
428IGR 4170GR Permit issuance requirements continued -Page 2/2
However , no trenching will be permitted on Vulcan Avenue North prior to October of 1996. Separate
Engineering permits are required for work in the Public Right of Way. The permit fees for trenching
and the dnveway approach will be $250.00 and $78.00, respectively. Use of a properly licensed and
insured contractor is mandatory.
The role of the Engineering Inspector in regard to Construction of the private road shall be to monitor the
work and coordinate to other permitted improvements.
Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering
Services Department as redlined markups on (2) bluelines of the approved plan. Such changes are subject
to review and approval prior to actual construction.
Prior to the Engineering Services Department approving issuance of a Building Permit for any structures,
you will need to obtain a Rough Grading Approval directly from the Engineering Inspector. The City
may release up to 75% of the Security Deposit at that time. You may want to divide the Security
accordingly.
As- builts, prepared by the Engineer of Work and approved by the Engineering Services Department, may
be required prior to Final Inspection.
Final Inspection of the Grading Permit will have to be obtained separately from Building Permit Final
Inspection and is a requirement to release of the remaining Security Deposit.
The grading Permit will be valid for a length of time not to exceed one year from the date of issuance. If
the Permit expires without benefited of a Final Inspection and a year has passed since the date of is°�
a reisuance fee equal to the original fee may be charged-
Should you have any questions please contact me at (619) 633 -2779, or in person at the Engineering
Services Counter at the Civic Center.
Sincerely,
Gregory A- Caudill
Engineering Technician
Subdivision Engineering
cc: Pasco Engineering
enc
GAC/94- 144.doc
0FiEaVED 3-UnN77-3 1946
�tiVJCI� I r/-1l.ILl I Y UU I I MCIV 1 r -u--iM
SEWER
Please type or use pen
ORG
NELMUT' kIFFM.uNN 455-lQpo
ACCT
LS
Owner's Name Phone
ACT
5820 M/,@IMA& RD '� ZCX]
TASK
ner s al ing ress S ree
S.4AJ 'DIEGO_. CA 92/2%
DATE AMT$
DISTRIC T CASHIER'S USE ONLY
city State Zip
SECTION A. PROJECT DESCRIPTION
TO BE COMPLETED BY APPLICANT
Assessor's Parcel Number(s)
1. Major Subdivision (TM) Case No.
(Add extra if necessary)
Minor Subdivision (TPM) Case No. 94- 141 V
Major Use Permit (MUP) Case No.
Z S �° 4 0 0 S 3
Purpose of MUP:
Certificate of Compliance
Other
2 P2o Posen
2.n nesldemial...Total numberofdwelling units I EXIsT1NL
Number of lots or units: 3 apts)duplexes:
Commercial.. Gross floor area
Industrial .... Gross floor area
Other....... Gross floor area
Thomas Bros. Page 1141 Grid $ -(v
3
3. Total project acreage O • 459 Total number of lots
VULCAN Q V
Yes No
4. Is the project proposing its own wastewater treatment plant? ❑
Propci address Sveat
Is the project proposing the use of reclaimed water? ❑ R
QLQ ENCI N IT-AS C?wz.4
Comm.M, Planning kr Subregon jp
Applicant's Signatur PASCO fzN6- Date Z-Z-9S
Address 53S N. 141slY ror SOLANA BE4C1-1 U0757 Phone 254-82./2
(On completion of above, present to the sewer district with appropriate fee to establish facility commitment, Section B below)
SECTION B. FACILITY COMMITMENT TO BE COMPLETED BY DISTRICT
Pursuant to the Public Facility Element of the General Plan and County Board of Supervisors Policy 1 -84, commitment must be
for a period of at least two years. Commitment must be obtained within the three months prior to the date of final action by the
approving authority. THIS IS NOT A WASTEWATER DISCHARGE PERMIT, and capacity fees are subject to increase prior to
issuance of a discharge permit. LL { a / -
District name: Lt 16t 1AAf _D(Slr1Lt Servicearea: Leu.Cad1C
❑ Amount of capacity committed for this project: EDUs.
Optional: Number of EDUs x Connection Fees $ = Total Capacity Fees: $
( These fees are not refundable.)
❑ Facility capacity has been committed pursuant to a binding agreement satisfactory to the district. Expiration
date: (Commitment must be for a minimum of two years. If no expiration date,
please so specify .)6� �,P S- ID -`%�
Facility capacity is for this project until (Termination date of this letter
must be at least two years from the date of issuance.)
❑ The District Board of Directors has certified that public agency facilities are under constructic i and permits to
construct have been received. Capacity for this project is committed for a period of at least two years from
the time that the public agency's facility improvements come on -line. Scheduled (not guaranteed) start-up
date: Facility capacity is committed until:
(if no expiration date, please so specify).
Authorized si nature'. 'Dl Q Print title: ' 'A/�mtrl�l$f r�l I1VQ ! 5 4
Prinlname:� t �J J1C Dale: 5 -(I- rs Phonc��t,0�3 -dl$�
On completi n of Section B by the District, applicant is to submit this form to
the Department of Public Works, Final Maps or Grading, 5201 Ruffin Road, San Diego, CA 92123
)Ptrzca eons [Re Aretl
SCENIC COAST BUII IG SCIENCES Soil Sampling
974,.Bremen Way Testing
,V'pine, California 91901 Compaction control
(619) 445 -4700 1 Foundation /Slab Inspections
California Civil Engineer R.C.E 7193
Mr. Helmut Kiffman
5820 Miramar Road, No 200
San Diego, California 92121
Subject: Report of soil Investigation
231 -233 North Vulcan Avenue
Encinitas, California
Dear Mr. Kiffman:
In Accordance with our agreement, we have completed a soil investigation
for the two subject parcels. 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, design of
foundations, and finish grading of the project.
This investigation consisted of surface inspection, subsurface
explorations, field and laboratory testing, analysis of field and laboratory
data, and research of available in -house geomorphology pertaining to the
project. [See Figures 1 -6, Appendix "A" (Investigation and Test
Procedures), and Appendix "B" (Recommended Grading Specification -
General Provisions)].
FINDINGS
1. Site /Project Description:
The site is a residential parcel located on the east side of Vulcan Avenue
in the City of Encinitas. The parcel has been divided into three Lots up the
slope east of Vulcan Avenue. The lower (front) Lot is occupied by an
existing residence which is to be remodeled as a separate project. The
two easterly Lots are to be prepared and graded for construction of
separate residential buildings with appurtenant off - street parking and
landscaping. All three Lots will be serviced by a private access drive
running east along the north boundary of the Parcel. Grading will include
cut /fill operations and levelling for two building sites and access drive.
Thu, May 11, 1995 -2503- 1
Findings Continued:
2. Bearing Soils:
The soils encountered on the site are a portion of the Marina (MIC)
series. Somewhat excessively drained, loamy coarse sands derived from
ferguinous eolian sand. In a representative profile the surface layer is
brown and dark brown, loamy coarse sand about 12 inches thick. The
subsoil is brown and reddish -brown loamy coarse sand about 30 inches
thick. The substratum is yellow to yellowish- brown, coarse sand. Layers
of weekly cemented cobblestones undulate intermittently through the
mass.
Tests and analyses of the prevailing foundation soils indicate the
following engineering properties:
Liquid Limit
Plasticity Index
N. P.
Angle of Internal Friction
38 deg.
Apparent Cohesion
380 psf
Maximum Dry Density
114.8 pcf
Optimum Moisture
9.0
Expansion Index
-9- @ 144.7 psf
Unified Classification
(SW)
AASHO Classification
A -1
Active Soil Pressure - Recommended
32 pcf
Active Pressure - Restrained Condition
36 pcf
Passive Soil Pressure
483 pcf
Coefficient of Friction -Soil /Concrete
0.6 X Dead Load
3. Soil Hazards:
No evidence of potential landslide, subsidence, faulting, liquefaction, or
other soil related hazards were detected on the site.
4. Site Suitability:
The site is stable, and with strict adherence to the recommendations
which conclude this report, will be suitable for its intended use.
Thu, May 11, 1995 -2503- 2
RECOMMENDATIONS
1. Prepare and grade the site in accordance with Appendix "B"
(Recommended Grading Specification - General Provisions) and the
following special provisions.
After the areas to be graded have been cleared and all trash and debris
removed, soft compressible surface soils under the driveway and fills
should be excavated to a minimum depth of 18 inches, cleaned of excess
roots and debris, brought to optimum moisture and compacted to within 90
percent of maximum dry density. Surfaces exposed after excavations
should be scarified and watered prior to recompaction operations. Fill
keys should step up the slope as the placement and compaction operations
advance so as to form a series of levelled benches under the fill.
2. The earthquake requirements set forth in Chapters 23 and 25 of the
UBC will be safe for use in the design of structures on the project.
3. Continuous foundations on the project should extend a minimum of
12 inches below the lowest adjacent grade and be reinforced with (1) No.
4 bar near the top and one near the bottom. Spread footings should extend
at least 12 inches below the lowest adjacent grade. Design of continuous
foundations should incorporate a maximum soil bearing pressure of 3000
psf and spread footings 3500 psf. On grade slabs should be a minimum
of 4 inches thick and reinforced with 6 "X6 "- 10ga /10ga WWM.
4. Finish grade the site after structures and other improvements are
installed such that surface waters are directed away from building
foundations, via surface swales and/or underground drains, toward and
into approved drainage ways.
If you should have any questions after
hesitate to call. We appreciate
professional services.
Sincerely
Scenic Coast Building Sciences
-A-). _A
W. M. Hubbard, RCE 7193
Thu, May 11, 1995
reviewing this report, please do not
this opportunity to provide our
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N0. 7193
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CLASSIFICATION vV J
S. C. E. SOILS
7655 Melotte Street
San Diego, California 92119
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S. C. E. SOILS
Soil Investigations
974 Bremen Way Compaction Control
Alpine, California 91901 Remodeling Recommendations
Nmlor (619) 445 -4700 Foundation /Slat) Inspections
California Civil Engineer R.C.E. 29704
INVESTIGATION AND TEST PROCEDURES
1. Surface Inspection and Subsurface Explorations:
1.1 The "Surface Inspection"
technician under the direction of
(engineer). The purpose of the
classifications and properties sel
Specifically the San Diego Area
potential soil hazards; (3) identify
such as man -made fills, subsurface
locations where exploratory probes c
determine the minimum depths to v
extend.
are conducted by our senior field
i California Registered Civil Engineer
inspection was to: (1) confirm soil
out in the area's geomorphology.
Soil Survey; (2) identify existing or
disturbances in the natural formation
installations and so on; (4) select the
Ir excavations are to be made; and (5)
Which the probes or excavations should
1.2 "Subsurface Explorations" consist of penetrometer probes, 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 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 American Society for Testing and Materials (A.S.T.M.) test
methods or suggested procedures. Brief descriptions of the tests
performed are presented below:
2.1 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.
Thu, Sep 23, 1993 Appendix "A" 1
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)
2.2 Field Penetrometer Tests:
Penetrometer (probe) tests are used to judge the texture, density, bearing
capacity and uniformity of the soil strata. When used by an experienced
technician, penetrometer probes provide the most useful and reliable data
available. A piston type calibrated penetrometer capable of measuring
bearing values up to 6.5 tons per square foot is used with the
penetrometer.
2.3 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.
Wed, Jul 22, 1992 Appendix "A" 2
Atterberg Limits Continued:
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.
2.4 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,
2.5 Direct Shear Tests:
Direct shear 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.
Wed, Jul 22, 1992 Appendix "A" 3
Investigation and test procedures Continued:
2.6 Expansion Index Test:
An expansion index test is performed no 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 %. 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.
2.7 Density /Moisture Tests:
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 -78, 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..
Wed, Jul 22, 1992 Appendix "A" 4
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AASHO SOIL CLASSIFICATION
General
Granular
Silt -Clay Materials
Classification
(35% or less passing No. 200)
(More than 35% passing No. 200)
Usual Types
Stone Frag-
of Significant
ments
Silty or Clayey
Fine
Silty Soils
Clayey Soils
Constituent
Gravel and
Gravel and Sand
Sand
Materials
Sand
Uniformly
Textural
Classifi-
graded;
Coarse
Fine sand
Defloc-
coarse-
Poor grading; Poor grading;
cohesion-
Micaceous
culated
Drainable
Peat
cation
fine ex-
poor binder inferior
material
only; no
less silt
and dia-
cohesive
flocculate
and
General
binder
binder
anclay le
lomaceous
clays
clays
Muck
Grading
binder
binder
clay
A-2
Group
Classification
A l
A -3
A -4
A -5
A -6
A-7
A -8
Friable
Plastic
A -1 -a A -1 -b
A -2 -4 A -2 -5
A -2 -6 A -2 -7
A -7 -5 A -7 -6
Satisfac-
tory when
Good
Good
Ideal
dry; loss
Difficult
stab il-
stability
lncap-
General
Highly
Stable when
Good
support
of stabil-
t0 COm-
ity when
when
able
Stability
stable at
dry; may
stable
when
ity when
pact; sta-
proper-
properly
of
Properties
all times
ravel
material
confined
wet or by
ly com-
compact-
suppoi
frost ac-
doubtful
doubtful
pacted
ed
tion
General
Rating as
Excellent to Fair
Fair to Poor
Subgrade
2 7 4 5 6 7 x 9 le 14
0 SO 60 70 80 90 100
7
Z9
(1) Far M. bark Ia.., so O. 1. pones, "Ferndo6ons for FH.ib1. Farm.nn;' Hlth.ay besets, Soars,
proceedings of the tenry+rnend Aral) M..ling, 1942, Vol. 72, pages 100176.
(2) "CAara[Llialf. of 5011 Group. F.nainln9 so Roads and Aidhld.;' Appendix R, FM Unifid fell Cbuircarlan
Sysl.e,, U.S. Army Corps of Enghon, Tochnk<I M.- ..nor. 3557, 1957.
(71 'Clessia.alln of Higkwoy Sabgrad. Materials;' Migh.ay 4.00raA pass, Froveodinps .1 the F..1,441A
A„wal M..bea, 1943, Vol. 23, page$ 276.292.
(41 Aipnl Farina, U.S. Deportm.nl pl Commaa., Federal Aelalin Aoosy, Me, 1948, gag.. 11 -16. EHi•
sealed using valves gbn In FAA Design Me,.al for Airport Faremenb.
13) F. H. Muse, "A He. Approa.h for pw.renr 0e09ti' [ngL IA, H..r.p«nrd, Val. 141, N. 2. lrly S.
1947, pogo 126129. F n fWar r-ed In Cellle•Ne Slabdom.rer M.r.ad of Oo1gn.
161 S.. t, A. Middbbroab and G. E. LMrom, "Soil Toth far Doan of Rrnw., Faomnf�" Miss.., R.wa..h
$oard pl-ona l of see 7.nry..nosed Arvw.l M «ring, 1942, Val. 22, poll. 132.4 h NO. wed M W.n.ra.erd's
enalyds fw design el caMret. pa..mn..
171 See retinae (6), pat. Ito.
Approximate interrelationships of sell classifications
and bearing values.
S. C. E. SOILS RCE 29704
974 Bremen Way, Alpine, CA. 91901 4 4 5 . 4 7 0 0
Unified Soil Classification (2)
Carry of Fntlneen,
Dayonmanl of the Army, and
evnau of Rodareaflon
AASHO Soil Classification (2)
flvroav of pv611< Reads _ _
Federal Aviation Agency _
Soil Classification (4) _EE
E_5 3
I
20
70
Reaistano Value —R (e1
40 50 551 60
70i
80
65
I
100
150
Modulus of Subgmde Rwction —k, psi per In•(4)
200 250 700 400 500 600 700
80
10
Bearing
i70•In,
Value,
diameter
20
psi n1
plate, 0.1 -in
10
delbdionl
40 50
60 70
1
California Bwriny Ratio —CBR
7 4
5
6
7 8 9 10 15 20 25 70 40 50 60 70 80 9011
7
Z9
(1) Far M. bark Ia.., so O. 1. pones, "Ferndo6ons for FH.ib1. Farm.nn;' Hlth.ay besets, Soars,
proceedings of the tenry+rnend Aral) M..ling, 1942, Vol. 72, pages 100176.
(2) "CAara[Llialf. of 5011 Group. F.nainln9 so Roads and Aidhld.;' Appendix R, FM Unifid fell Cbuircarlan
Sysl.e,, U.S. Army Corps of Enghon, Tochnk<I M.- ..nor. 3557, 1957.
(71 'Clessia.alln of Higkwoy Sabgrad. Materials;' Migh.ay 4.00raA pass, Froveodinps .1 the F..1,441A
A„wal M..bea, 1943, Vol. 23, page$ 276.292.
(41 Aipnl Farina, U.S. Deportm.nl pl Commaa., Federal Aelalin Aoosy, Me, 1948, gag.. 11 -16. EHi•
sealed using valves gbn In FAA Design Me,.al for Airport Faremenb.
13) F. H. Muse, "A He. Approa.h for pw.renr 0e09ti' [ngL IA, H..r.p«nrd, Val. 141, N. 2. lrly S.
1947, pogo 126129. F n fWar r-ed In Cellle•Ne Slabdom.rer M.r.ad of Oo1gn.
161 S.. t, A. Middbbroab and G. E. LMrom, "Soil Toth far Doan of Rrnw., Faomnf�" Miss.., R.wa..h
$oard pl-ona l of see 7.nry..nosed Arvw.l M «ring, 1942, Val. 22, poll. 132.4 h NO. wed M W.n.ra.erd's
enalyds fw design el caMret. pa..mn..
171 See retinae (6), pat. Ito.
Approximate interrelationships of sell classifications
and bearing values.
S. C. E. SOILS RCE 29704
974 Bremen Way, Alpine, CA. 91901 4 4 5 . 4 7 0 0
` UNit ._O SOIL CLASSIFICATION BART
SOIL DESCRIPTION
ML
Inorganic silts and very fine sands, rock flour,
COARSE - GRAINED
sandy silt and clayey -silt sand mixtures with
More than half of material Is larger than a No. 200 sieve
GRAVELS, CLEAN GRAVELS
Liquid Limit Less Than 50
CL
More than half of coarse fraction is larger than
GW
Well- graded gravels, gravel and sand mix -
No. 4 sieve size, but smaller than 3"
tures, little or no fines.
clays.
GP
Poorly graded gravels, gravel and sand mix-
Organic silts and organic silty clays of low
tures, little or no fines.
GRAVELS WITH FINES
GM
Silty gravels, poorly graded gravel- sand -silt
(appreciable amount)
mixtures.
fine sandy or silty soils, elastic silts.
GC
Clay gravels, poorly graded gravel - sand -silt
Inorganic clays of high plasticity, fat clays.
mixtures.
SANDS, CLEAN SANDS
SW
Well- graded sand, gravelly sands, little or no
More than half of coarse fraction is smaller than a
no fines.
No. 4 sieve.
SP
Poorly graded sands, gravelly sands, little or
no fines.
SANDS WITH FINES
SM
Silty sands, poorly graded sand and silty
(appreciable amount)
mixtures.
SC
Clayey sands, poorly graded sand and clay
mixtures.
FINE - GRAINED
Mon 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 soils, elastic silts.
Liquid Limit 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 soils.
S. C. E. SOILS RcE 29704
974 Bremen Way, Alpine, CA. 4tg01 4 4 5 . 4 7 0 0
APPENDIX 'B'
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
I_ GENERAL:
The site shall be prepared and graded in accordance with this specification,
approved grading plans; applicable Sections of Chapters 29 and 70 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 San Carlos Engineering.
2. DEFINITIONS: For the purposes of this specification the definitions listed
hereunder 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.
ORAdINO 5PECIFICATION Page I
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 S.C.E. SOILS.
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
GRADING SPECIFICATION Page 2
APPENDIX 'B'
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
3. SUBSURFACE CONDITIONS: Borings, trenches and test pit investigations have
been made at available locations selected 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, the professional inspection and approval
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, 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 the intended use.
ORADINO SPECIFICATION rage 3
APPENDIX -B-
RECOMMENDED GRADING SPECIFICATION- GENERAL PROVISIONS
4711:1L /TY CONTiPOL CONT/N102
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 test method D1557 -78 which uses 25 blows of a 10 pound
rammer falling winches 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 D 1556 -64 (sand cone).
Probe /Penetrometer tests shall be conducted by the site engineer 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 feel 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.
GRADING SPECIFICATION Paoe4
APPENDIX 'B-
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
4711AL ITY CONTiPOI CONT/NU£D.-
5.5 Inspection /Surveillance:
Sufficient inspection and surveillance by the site engineer 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.
GRADING SPECIFICATION Page n
• APPENDIX 'B'
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
_S /TEPhlf AAAT&WIONT/NIIf0
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. De w atering 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.
GRADING SPECIFICATION Page 15
APPENDIX 'B'
RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS
RZACYN6AND C0nRACT /NCF/!L SCC/NT/N11f,0.
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.
T.S. / 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.
752 IYoisture 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.
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.
GRADING SPECIFICATION Page 7
APPENDIX-B'
RECOMMENDtv GRADING SPECIFICATION- GENERAL PROVISIONS
5
•
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.
GRADING SPECIFICATION Page 8
a
7r=10
August 18, 1994
'ASCO ENGINEERING, IN
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH. CA 92075
[6191 259 -8212
FAx 16191 259 -4812
City of Encinitas
Engineering Department
505 So. Vulcan Avenue
Encinitas, CA 92024
Attn: Hans Jensen
RE: KIFFMAN TPM; HYDROLOGY (APN 256- 400 -53)
227 NO. VULCAN AVENUE
J
Dear Mr. Jensen:
WAYNE A. PASCO
R.C.E. 29577
PE 599
JAN 16 1995
ENGINEERING SERVICES
CITY OF ENCINITAS
The purpose of this letter is to address the surface storm water
runoff which may impact the above mentioned site.
The site is geomorphically located on a westerly facing variable
slope with existing grades between 3% and 180. An existing
residence and garage occupy the site with a driveway along the
northerly property line.
The applicant has proposed creating two additional parcels for a
total of 3 parcels. The proposed access driveway will be along
the northerly boundary. The existing garage will be removed.
A field review of the site on July 8, 1994 revealed that no
significant offsite drainage flows through the site. Sunset
Drive, which is east of the subject project, collects runoff
water from a ridge approximately 450 feet east. Once the
drainage water reaches Sunset Drive, it flows to a low point
between APN 256- 400 -37 and APN 256 - 400 -38, drainage then flows
along the southeasterly line of parcel 38 across parcel 37
through APN 256 - 400 -35 to Vulcan Avenue as shown on the attached
exhibit. Sunset Drive therefore protects this site from drainage
waters east of Sunset Drive.
Some offsite drainage flows through this site from a 0.6± acre
basin between the easterly property line and Sunset Drive as
shown on the attached exhibit. It is proposed that the site will
collect these offsite waters and transport them northerly along
the easterly boundary and then westerly along the northerly
boundary to Vulcan Avenue.
City /Kiffman /PE599 August 18, 1994 Page 2
It is our professional opinion that with the drainage measures
discussed in this letter, there will be no significant drainage
related impacts from this site and no further analysis is
necessary.
If you have any questions or comments regarding the above, please
do not hesitate to contact us.
very truly yours,
PASCO ENGINEERING, INC
ice Gre Md ntghr RC 43964
DG /js
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