1998-5609 G
Street Address
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Name
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Serial #
Description
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Year
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Phuoc V. Pham
James A. Laret, P.E.
fLeet
"gf'neeltl'nfl ~omftan!l' dnc.
Wayu, W. Wheeler, P.L.S.
Dennis R. McCarty, P.L.S.
CIVIL ENGINEERING . LAND PLANNING . SURVEYING . G.P.S. SURVEYING
DRAINAGE CALCS
5609-G
WOODWORTH
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5708 Calzada Del Bosque P.O. Box 9661 Rancho Santa Fe CA 92067 6197569374 FAX 6197564231
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOO)
DEVELOPED AREAS (URBAN)
Coefficient, C
--"",-
Soi I Gr~lUp (1)
Land Use
A B C D
Residenti al:
Single Fami Iy .40 .45 .50 0)
Multi-Units .45 .50 .60 .70
Hob i 1 e homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Comnerci al (2) .70 .75 .80 .85
800;. I mpe rv i ous
Industri al (2) .80 .85 .90 .95
90"10 Impervi ous
NOTES:
(1) Soil Group ,maps are available at the 'offices of the Department of Public Works.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 800;. or 90"10. the values given for coefficient C, may be revised
by multiplying 800;. or 90% by'the ratio of actual imperviousness to the
tabulat~d Imperviousness. However, in no case shall the final coefficient
be less than 0.50. For example: Consider commerci al property on CI sol I,g-roup.
Actual Imperviousness
a 50%
.'
Tabulated imperviousness = 80"10
Revised C = 50 x 0.85 = 0.53
80
IV-A-9
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APPENOI X I X-B
Rev, 5/81
All ::.tZ '
H
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5000
4000
3000
2000
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700
600
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IFciRNATURALWATIRSHED~
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UCOMPUTED TIME OF CON-
CENTRATION.
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NOMOGRAPH FOR DETERMINATION
OF TIME OF CONCENTRATION (Tel
FOR NATURAL WATERSHEDS
DATE 12-/1 Itn APPENDIX X-A
V-A-10 Rev. 5/81
SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DES IGN MANUAL
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Gii.PJ..'..GITY Or .GF~A.TE I:~LET IN SU~,IP
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WATE~ PONDED ON GRATE
OIV1SIC}i TV/O WASH., D.G.
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BARRY AND ASSOCIATES
GEOTECHNICAL ENGINEERING
P.O. Box 230348
Encinitas, CA 92023-0348
(760) 753-9940
July 1, 1998
rO)~@~nw~{fl)
wG~
< ~;~ l",rE,SNG SER'JICES
. f ~,,"! ~;i Tt: c; -
City Of Encinitas
Engineering Dept.
505 Vulcan Ave.
Encinitas, California
Re: Update Of Soils Report, Urania Ave.Parcel 2, PM 16653, Parcel
C of the boundary adjustment 97-180.
Dear Sir or Madam,
We have performed a field investigation of the above referenced
parcel proposed to be graded under Parcel C of the boundary
adjustment 97-180, and revised the preliminary soils investigiition
prepared by Compaction Labs, Inc. dated June 26, 1990 along with
the update letter for 1283 Urania Ave. prepared by North County
Compaction Engineering, Inc. dated January 22, 1996.
Biised upon our field inspection of the subj ect site the soil
conditions remain the same as described in the above referenced
soils report. The proposed grading is planned to have balanced cut
and fill volumes and all proposed grading is to be performed within
parcel 2 of parcel map 16653. Some loose, old non structural fill
exists along the southerly portion of the subject site with removal
and recompaction of this old fill anticipated during the grading
operation. According to the owner of the property allover
excavation and re-compaction efforts are to be performed within the
parcel boundaries and the final compaction report issued by us at
the completion of the grading operation, will reflect the actual
limits of the over excavation and recompaction efforts.
We anticipate the on site soils to posses moderate to high
expansive potential and selective grading practices will be
utilized during the grading operation to insure that encountered
highly expansive soils are placed a minimum of 48" below finished
grade. The cut portion of the pad up to and including the
transition between cut and sections should be over-excavated to a
depth of 3 feet and re-compacted in accordance with the iibove
referenced soils report recommendations to insure a uniform
structural fill across the entire building pad area.
We have been retained to provide on site supervision, inspection
and testing services for the grading operation planned under
Grading Plan for Parcel C, B/A 97-180 and we will prepare a final
compaction report with foundation recommendations at the completion
. ' ~.
.
.
July 1, 1998
W.O.# G-1478-1
page 2
of the grading operation.
The previous preliminary soils investigation and updated letter
referred above are adequate to use for this grading operation. The
recommendations included in the soils report for this project have
been incorporated in the grading plans and specifications for
Parcel C of B/A 97-180 Grading Plan.
If you have any questions please call me at (760) 753-9940.
Respectfully submitted,
A.R. BARRY AND
Ot(
A.R. Barry, P.E.
Principal Enginee
Phuoc V. Pham
James A. Laret, P.E.
~eI
.
'neelU'nl Cfi0111/tany, dnc.
~
Wayne W. Wheeler, P.L.S.
Dennis R. McCarIJ, P .L.s.
CIVIL ENGINEERING . LAND PLANNING . SURVEYING . G.P.S. SURVEYING
fOol-1 O-\\'( n u:::-
~
October 22, 1997
Job No. 565
City of Encinitas
Engineering Department
505 So. Vulcan Avenue
Encinitas, CA 92024
\0) \1 ~ \1 ~ ~ \?,~)
\j\j .' ~o \9~1
at't s~p.,,\C~s
E\'lG\\'lEEP.~~~C'~'\p..s
CI1'l O.
RE: City Grading Plan 0695-G
Lisanne Holding Company
Dear Blair:
You have asked that I address the adequacy of the Drainage Facilities proposed by
OG95-G. The brow ditch system as proposed is intended to maintain the pre-grading
drainage pattern on this site and direct the surface flows emanating from east of this site
into the drainage system installed by grading permit 4735-G. Our office prepared 4735-G
and provided drainage calculations that supported the carrying capacity of the 0-75
concrete ditch along the south boundary of Parcel "A" as installed per 4735-G. The
calculations included the surface flows from Parcel "B" and easterly so that the
downstream drain systems are adequate to handle the flows per 0695-G. Per my previous
calculations, expected surface flows are less than 2.0 CFS for a 100-year storm and
therefore the existing downstream system as installed per 4735-G is adequate to carry
anticipated storm flows from this site.
JAL: cc
C.\OA.TA\lETTERS\565ORAIN,FAC
5708 Calzada Del Bosque P.O. Box 9661 Rancho Santa Fe CA 92067 6197569374 FAX 6197564231
"
Phuoc V. Pham
James A. Laret, P.E.
~eI
neeltinf Cft0111/tanll' /lno.
Wayne W. Wheeler, P.L.s.
nennb R. McCarty, P.L.s.
.'
'.
CIVIL ENGINEERING . LAND PLANNING . SURVEYING . G.P.S. SURVEYING
Ffio,y\ C.,fT\,' Fi~~
~y-
DRAINAGE CALCS
4735-G
WOODWORTH
.1
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DATE
5708 Calzada Del Bosque P.O. Box 9661 Rancho Santa Fe CA 92067 6197569374 FAX 6197564231
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RUNOFF COEFFICIENTS (RATIONAL METHOD)
NOTES:
(1)50il Group.maps are available at the .officesof the Department of Public Works.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 8~k or 9~k. the values given for coefficient C, may be revised
by multiplying 8~k or 90% by the ratio of actual imperviousness to the
tabulat~d imperviousness. However, in no case shall the final coefficient
be less than 0.50. For example: Consider commercial property on 0 soi 1 ,group.
Actual imperviousness a 50%
Tabulated imperviousness = 8~!o
Revised C = 50 x 0.85 = 0.53
80
IV-A-9
APPENDIX IX-B
Rev. 5/81
.:GlI/7T/ON
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SAN 01 EGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DES IGN MANUAL
APPROVED ;3,/1. /ij/. ."..,~,
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NOMOGRAPH FOR DETERMINATION
OF TIME OF CONCENTRATION (Tel
FOR NATURAL WATERSHEDS
DATE 12./1/~ J APPENDIX X-A
V-A-I0 Rev. 5/81.
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
ENGlt<Er:-P!~:C; s~:r'?'/!f'ES
__.S:.!.-~_~_i~._ ' :. ., ~;
January 22.
Project No.
~ U ~: iO~j ~ @
Dan Woodworth
1283 Urania Avenue
Encinitas. CA 92024
Subject:
Update Letter for Proposed 3 Car Garage
with Accessory Living Quarters above.
1283 Urania Avenue
Encinitas. California
Dear Mr. Woodworth:
We have performed an inspection of the
the "Preliminary Soils Investigat.ion"
dated June 26. 1990.
Briefly our review and inspection revealed that soi.l conditions ,.
the site remain as presented in the report by Compac'tion Labs. Inc. . . ",,_,F
. '~~~~tr~zr:?..'
During our field investigation. two hand dug test p~ts were ,}:'.:"'l
excavated 2 feet in depth within the footprint of the proposed ",'
building area. Soil conditions encountered were clayey-sands
possessing low expansion potential. In addition. approximately 12
to 18 inches of compacted fill soils was encountered at the west
wall of the building footprint. Fill soils were tested and found to
be compacted to a minimum of ninety percent (90%).
RECOMMENDATIONS
Foundations should be constructed in accordance with Foundation
Recommendation 6B of the Preliminary Soils Report prepared by .
Compaction Labs. Inc. In addition. to reduce the probability of ,.~
"
differential settlement. we recommend footings be deApened as .~.
~1~~~~~rYofto 1roi~~~~~ \h:tooug~i~~mPn~Ct\ev~ f~;~un~~il~e ai~o~~~r b: '::~L
contacted to inspect foundation excavations and steel reinforcement .:'ft:.'
prior to pouring concrete to assure all footings are bearing into -
the proper soil bearing stratum. /,,:i'!
. -<:~\~':
~.
P.O. BOX 302002 . ESCONDIDa, CA 92030
(619) 480-1116
.It
.',
-
,
, NORTH COCJNTY
COMPACTION
ENGINEERING, INC.
January 22. 1996
Project No. CE-5215
Page 2
If you have any questions. please do not hesitate to contact us.
This opportunity to be of service is sincerely appreciated.
Respectfully submitted.
North County
COMPACTION ENGINEERING. INC.
~~
Ronald K. Adams
President
Dale R.
Register
Geotechnic
RKA:kla
cc: (3) Submitted
;":
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I
COMPACTION L", INC.
SOIL 1 "'STING & INSPECTION SERVICES
,
(l~\ /~1f
l~
~~
PRELI~INARY SOILS INVESTIGATION
'",,-, -J
\ .~
for
Four Proposed Single Family Dwellings
Urania Avenue
Encinitas, California
Prepared for
MR. STEVE CARLI N
Post Office Box 626
Encinitas, California 92024
June 26, 1990
Project No. CL-2469
Post Offir.p. Rn')( ?71~:1R I=c:,...nnrlirln rl1 O'?f""\")7 . tt:::1n\ "7)1-1 Cf'1nn
COMPACTION LA_ INC.
SOIL TeSTING & INSPECTION SERVICES
,
TABLE OF CONTENTS
Page
1. Purpose and Scope
1
2. Location and Description of Site
1
2
2
2
3
3. Field Investigation
4. Soils Conditions
5. Laboratory Testing
6. Recommendations and Conclusions
A. Gradi ng
B. Foundations
C. Slopes
D. Retaining Walls
E. Estimated Paving Section
F. Review of Grading Plan
7. Uncertainty & Limitations
6
APPENDIX
Appendix "A" -- Exploration Legend and Unified Soil Classification Chart
Plate No.1
PI He No. 2 - 8
Plate No.9
Test Pit Location Plan
Exploration Log
Tabulation of Test Results
Appendix "S" -- Recommended Grading Specifications
l,;UMI-'A~ IIUN LAta,.INl,;.
SC':L TE'3TING & INSPECTlON~VICES
Jun-, 1990
Pag:W
1. PURPOSE & SCOPE
The purpose of the investigation was to determ'ne if the site is suitable for
the proposed single family dwellings.
The scope of the investigation was to:
A. Oetermine the physical properties and engineering
characteristics of the surface and subsurface soils.
B. Provide design information with regard to grading,
site preparation, and foundation design of the
proposed structures.
2. LOCATION AND DESCRIPTION OF SITE
The site is located at 1283 and 1285 Urani a Avenue, in the City of Encinitas,
California.
The 2.8 acre rectangular shaped property is borcered by single family dwellings
to the north, Urania Avenue to the west and greenhouse developments to the east
an d south.
Past grading operations were performed to create five cut/fill building pads.
The five pads terrace from the east property line downward to Urania Avenue.
The total difference in elevation at the site varies between elevation 180 MSL
and 220 MSL. Cut and fill slopes were constructed to heights of 13 feet at
inclinations of near vertical to 1-1/2:1 (horizontal to vertical units).
Visual inspection of an existing on-site/off-si:e, cut/fill slope constructed
to a height of 13 feet along the south property iine indicated evidence of
slope failure. The unstable slope was constructed at ratios varying between
1:1 to 1-1/2:1. Wood shoring has been placed ir the face of slope by the
adjacent property owner to aid in containing the areas of failure. The
approximate location of the slope is delineated on attached Plate No.1
entitled, "Test Pit Location Plan."
Based on our test pit excavations and the revie~ of 1960 topography maps
(1:2400), indicate on-site fill soils were placed to depths of 10 feet. The
estimated and/or approximate location of fill s~ils is delineated on attached
Plate No.1. Actual fill removals during gradir] operations may vary.
Therefore, our report should not be relied on fer bid purposes with regard to
the quanitites of old fill to be regraded.
The lower two pads at the site (west region of :roperty) are presently occupied
with two single family dwellings and greenho~ses. The remaining three pads
accommodate wood frame visqueen greenhouses. T- is our understanding the
existing residence adjacent to Urania Avenue will remain and all other on-site
structures area to be demolished.
SOIL TESTING & INSPECTIO~RVICES
p~~.,
Site vegetation consists of sparse to moderate native grasses and brush. The
greenhouses are presently cultivating flowers.
3. FIELD INVESTIGATION
The field investigation was performed on June 13, 1990, and included an
inspection of the site and the excavation of seven exploratory trenches, with a
backhoe to depths of twelve feet. Location of test pits are shown on attached
Plate No.1, entitled "Test Pit Location Plan."
As excavation proceeded representative bulk samples were collected. In place
natural densities and moisture content were determined at different depths in
the excavations and are included in Plate No.'s 2 - 8. Subsequent to obtaining
soil samples our exploratory excavations were backfilled.
4. SOIL,CONDITIONS
Loose surficial soils (silty-sands, clayey-sand, and sandy clays) consisting of
plowed ground, alluvium, and/or old fill, were found to be 7', 2-1/2', 1', 6',
6' and 2' in depth in Test Pit No's. 1, 2, 4, 5, 6, and 7, respectively.
Underlying native soils to depths explored were dense and silty-sands and
clayey-sands.
Fill soils encountered in Test Pit No.3 (silty and clayey-sands) were found to
be 4' in depth, succeeded by questionable fi 11 and/or alluvium (sandy-clays) to
depths of 12'. Due to uncertainties involved with regard to the origin and
different soil characteristics observed in this area in relation to the other
on-site soil conditions, we recommend this area be re-evaluated and tested
during grading operations to determine the actual extent of removals.
Expansive soils were encountered at various elevations throughout the site.
Therefore, special recommendations will be required with regard to this
characteristics.
Groundwater was not encountered at the time of our investigation, nor did
caving of exploratory trenches occur.
5. LABORATORY SOIL TESTING
All laboratory tests were performed on typical soils in accordance with
accepted test methods of the American Society for Testing and Materials (ASTM).
Tests conducted include:
(1) ~aximum Density & Optimum Moisture
(2) Direct Shear (Remold)
(3) Sieve Analysis
SOIL TE
, & INSPEC~ SERVICES
,~ 0
(4) Field Density & Moisture
(5) Expansion Potential (conducted in accordance Vlith
requirements of the City of San Diego Test for
Expansive Soils.)
;ults are tabulated on the attached Plate No.'s 2 through 9, entitled
ltion Log & Tabulation of Test Hesults",
JMMENDATIDNS & CONCLUSIONS
Jr understanding wood frame construction utilizing slab on grade
ions are planned.
Jpinion, the site is suitable for the single family dVlellings.
ndations contained in this report should be incorporated in the
J, design and construction phase of the subject project.
lding
~ Ig operations at the site will be performed to remove and recompact
/loose surficial soils and to create level building pads to accommodate
losed dwellings. Furthermore, off-site grading may be required to
,ly reconstruct the unstable cut/fill slope that parallels the south
~ line. In the event permission for encroachment on the adjacent
r is denied, the slope should be retained at the property line in lieu
19 off-site. All incompetent soils located on-site should be removed
~pacted. The retaining wall footing should be deepened as necessary to
p through old fill into firm native ground to conform to the footing on
. slope recommendations presented under "68. Foundations" of this
A Jing should be performed in accordance Vlith the City of Encinitas
C Ordinance and the Recommendatlons/Specifications presented in this
r
S ,nt to site demolition, old fill, plowed ground, and alluvium oS
i ,d on attached Plate No's. 1 through 8, should be undercut or removed to
five ground and recompacted in accordance with attacned AppenlJix "8"
e , "Recommended Grading Specifications." Firm native ground may be
d(.ed as undisturbed soil having an insitu density of greater than 85
p Jf maximum dry density. We s!lO\lld be contacted to oocument firm native
g s exposed and properly prepareo prior to filling.
Ql able soils encountered in Test nit NO.3 should be tested in accordance
w M 0-1556 and/or ASTM D-2922 to determine the depth and extent of
rl
::>UIL.,It:::>I.l"'''' '" ,,,,,,,...c.,...,u_nW''-''.,
'0.
On-site expansive soils range from low :0 high plasticity. Therefore, highly
epansive soils (sandy clays) as delineated on attached Plate No's. 4, 6, and 8
should be placed a minimum of 48 inches oelow finish grade.
Prior to constructing fill slopes, shear keys should be excavated a minimum of
2 feet into firm native ground, inclined back into slope and have a minimum
width of 1U feet. We should be contacted to document keyways were properly
constructed prior to placing fill.
Natural terrain steeper than an inclination of 5:1 (horizontal to vertical
units), should be benched (stair-stepped) to provide stable bedding for
subsequent fill. Sizing of benches should be determined by the soils engineer
or his representative during grading.
All fill soils generated from earthwork construction should be placed in
conformance with attached Appendix B, entitled "Recommended Grading
Specifications" .
Particles of asphalt and concrete debris, having a diameter of greater than 6
inches will not be suitable fill material and should be separated from fines
during grading and hauled off site.
If encountered, leach lines and/or pipes should be removed.
be crushed in-place. Trench lines should be recompacted in
Appendix "B".
Concrete pipes may
accordance with
6B. Foundations
Genera 1
The majority of on-site soils possess low to moderate expansive potential.
Therefore, we are providing foundation criteria with regard to moderate
expansive soils. The following recommendations will reduce structural damage
occurring from excessive subgrade and foundation movement. Foundation
recommendations are based on selective grading practices to assure "Highly
Expansive Soils" delineated on Plate No's. 4, 6 and 8 are placed a minimum of
48 inches below finish grade.
Continuous footings have a minimum width of 12 inches and founded a mlnlmum of
18 inches below lowest adjacent grade will have an allowable soils bearing
pressure of 2000 pounds per square foot.
All continuous footings are to be founded a mlnlmum of 18 inches below lowest
adjacent grade and reinforced with one No.4 bar top and bottom. Steel should
be positioned 3 inches above bottom of footing and 3 inches below top of
footing.
Footings located on or adjacent to slopes should be founded at a depth such
that the horizontal distance from the bottom outside face of footing to the
face of the slope is a minimum of eight feet.
SOIL :rESTING & INSPECTIO,RVICES
pag'
Allowable active pressures for restrained walls may be assumed to be equivalent
to the pressure of a fluid weighing 34 pcf, plus an additional uniform lateral
pressure of 8H pcf. H = height of retained soi 1 above top of wall footing in
vert i ca 1 feet.
Allowable active pressures for retaining walls with 2:1 inclinations of sloping
surcharge may be assumed to be equivalent to a pressure of fluid weighing
49 pcf.
The coefficient of friction of concrete to soil may be assumed to be .43 for
resistance to horizontal movement.
6E. Recommended Paving Section
Structural sections for asphaltic paving for the proposed driveways and parking
area are based on an estimated subgrade 'R' value of 30. The following section
is provided for bid purposes only. Actual sections should be determined
subsequent to completion of grading operations.
Assumed Traffic Index = 3.5
(Light Vehicular Traffic)
2 inches of asphaltic paving on
6 inches of select base course on
6 inches of recompacted native subgrade.
All materials and construction for asphaltic paving and base should conform to
the Standard Specifications of the State of California Business and
Transportation Agency, Department of Transportation, Section 39 and 26,
respectively. Class III decomposed granite, if used, should have a minimum 'R'
value of 70 and SE of 30. All materials should be compacted to a minimum of
95%.
6F. Review of Grading Plan
Approved site and grading plans were not available at the time of our
investigation. Therefore, upon their completion we would like to review them
to assure compliance with the recommendations presented in this report.
7. UNCERTAINTY AND LIMITATIONS
Surface and subsurface soils are assumed to be uniform. Therefore, should
soils encountered during construction differ from those presented in this
report, we should be contacted to provide their engineering properties.
It is the responsibility of the owner and contractor to carry out
recommendations set forth in this report.
t,;.uMPAl,; IIUN LaS, INC.
SOIL TeSTING & INSPECT. SERVICES
'~~6'
~. . - .. ..-
1990
During our investigation of subject site, evidence of faulting was not
encountered. Subsequent to review of available geologic literature, we feel
any faulting in the vicinity of the site may be classified as inactive.
However, it should be noted that San Diego County is located in a high seismic
area with regard to earthquake. Earthquake proof projects are economically
unfeasible. Therefore, damage as a result of earthquake is probable, and we
assume no liability.
We assume the onsite safety of our personnel only. We cannot assume liability
of personnel other than our own. It is the responsibility of the owner and
contractor to insure construction operations are conducted in a safe manner and
in conformance with regulations governed by CAL-OSHA and/or local agencies.
If you have any questions, please do not hesi tate to contact
opportunity to be of service is sincerely appreciated.
~/4/
Dale R. Regli
Respectfully submitted,
COMPACTION LABS, INC.
~/C-~
Ronald K. Adams
Chief Financial Officer
RKA/vip
cc: (3) submitted
;OIL ';~-S~I~~ &-I~~PEC':14ER'VICES
,
RECOMflENDED C;RADING SPEcr F J CATIONS
(General Provisiuns)
1. INTENT
The i n ten t 0 f the s e s pee i fie a t j, n 11 => J s L U J} r (} v ide g e n era 1
procedures in accordance wiLh currerlL sLarldard !Jractices
regarding clearing, compacting natural ground, preparing areas to
receive fill, and placing and compacting of fill soil to the
lines, grades and slopes delineated on the avallable plans.
Re(,oJllllll~IlJaLions seL forth ill llll' iJLt<.lC:h('d p"CIJll1llldry soi1.s
investigation report and/or speclnl provi sl ons <.lre 8 part of the
"Recommended Grading Speclfications" and shall supersede the
prOVIsions contained hereinafter in the case of conflict.
2. INSPECTION & TESTING
A qualified soil engineer shall be employed to inspect and test
the earthwork in accordance with these specifications and the
accepted plans. It will be necessary that the soils engineer or
his representative be allowed to provide adequate inspection so
that he may certify that the work was or w~s D(ll 2lccomll]istled as
specified or indicated. It shall be the responsiblity of the
contractor to assist the soil engIneer and to keep him appraised
of work schedules, challg~s. J1L!W InformaLlon and dules I nod new
unforeseeen soils conditions so that he may make these
certifications.
If substandard conditions (questionable soils, poor moisture
control, inadequate compaction, adverse weather, etc.) are
encountered, the soil engineer will be empowered to either stop
construction until the canditions are remedied or recommend
rejection of the work.
Soil tests used to detennne the degree of compacti on wi.11 be
performed in accordance ~i~h tile fcllowjng Anleric8n SOclety for
Testing and Materials test ~ethods:
*
Maximum Density & Optimu~ Moisture Content -
ASTM D-1557-70,[
Density of Soil In-Pluce - ASTM D-1566 ur ASTM D-2922
and 3017
3. MATERIALS
Those soils uscJ <.lS fill ,..;Lll 11~1\,(';\ 1111 1\ I 111 II III l,l
passing D #4 sieve. The. ;iLJ be free uf vegeLubJe
other deleterious subst8n~'5.;S (..lnci (enlaill ilU rock over
in sj ze. Should UnSUiL{:.lt~ e mutcr:i.i:.ll 11C' ,--'flColI11Lerr.;(I,
~ II g j Il e e r wi 11 bee 0 n t 3 C t C' d ~ J pro v i C1 ere c 0 Jii 111 ell rJ (j t \ (j II ~ .
!..(l !Jcrcl::nL
mutte, or
six inches
I he soil
;".?FENDIX 's I
Post Office Box 271338, Escondida. CA 92027 . (619) 741-5289
SOIL TESTING & INSPECT_SERVICES
,
4. PLACING AND SPREADING OF FILL
The selected fill material shall he placed in layers ~hich when
compacted will not exceeed 6 inches In thickness.
Each layer shall be spread evenly and shall be thoroughly blade
mixed during the spreading to insure uniformity of material i~.
each layer.
':';;'~:'_.
...."',.....
. ;'.'....
When the moisture content of the fill material is below that
recommended by the soil engineer, water shall then be added until
the moisture content is as specified to assure thorough bonding
during the compacting process.
":"::-"."J
~~.~,r
"
"
. t(.~
,.;;..,
t.:....
When the moisture content of the fill material is
recommended by the soil engineer, the fill material
aerated by blading or other satisfactory methods
moisture content is as specified.
above that
shall be
until the
,.
5. COMPACTION
After each layer has been placed, mixed, and spread evenly, it
shall be thoroughly compacted to not less than 90% relative
compaction. Compaction shall be by sheepsfoot rollers, multiple-
wheel pneumatic tired rollers or other types of rollers.
Rolling shall be accomplished
specified moisture content.
continuous over its entire
sufficient trips to insure
obtained.
while the fill material is at the
Rolling of each layer shall be
area and the roller shall make
that the desired density has been ,.' 'j.;
. . : ~. .,.'
The fill operation shall be continued in six inch compacted
layers, or as specified above, until the fill has been brought to
the finished slopes and grades shown on the available plans.
',.-
6. WALL BACKFILL
Backfill soil should consist of non-expansive sand, Compaction
should be achieved with light hand-held pneumatic tampers to
avoid over compaciton and hence cause structural damage. Wall
backfill should be compacted to a miniumum of 90 percent of ':.;Y.:',
maximum densi ty. ':'.~J:~:'::;:'
7. TRENCH BACKFILL
All trench
compacted to
backfill located wIthin structural areas should
a minimum of ninety percent of maximum density.
be
APPENDIX '~'
COMPACTION LAts, INC.
SOIL TESTING & INSPECTION SERVICES
EXPLORATION LOG
,
PROJECT NAME
Urania Avenue, Encinitas
DATE LOGGED 6-13-90
TEST PIT NO. Three
ELEVATION
Existing Grade
I I I
I OJ
, E
OJ I R OJ 0 OJ I c
a; Cl. E 0_ Q
>- I 0 N~ .c iii
~ f- .2:- u- ..~ 0.. ::: u Description & Remarks
OJ 'Vi Q.l~ OlOJ OJ 5l""
is. c .s: > 0 Ui
0.. ~ -
E OJ ::l '" OJ OJ '"
Q) 0 u; '" .- '"
c '" ",CIl 0.. U
CIl ~ is c.. E
0 ::;; '"
I CIl
I
I SM I Bro:.-..n, Humid, Loose, Si lty-Sand.
I 1 i ( F" )
I \ 1, I
I
2 SC Ye I ~ 'J'~'; , Brow n , Gray, MOlst, Medlum
Dense, C1 ayey-Sand.
3 ( Fi ~ 1)
4 CL , 01 i ve Brow n , Moist, Medlum Sti ff, Sandy-
C1av.
5 (A1-1"vium and/or Fi 11?)
B6 66.3 5.0' (Higr.ly Expansive)
6
( Nee~ to furthe r investigate during
7 I grac1ng to determi ne extent of removals)
,
I
,
8
9
10
11
12 ,
,
[jQT-~": OF TEST PIT.
,
I I
PROJECT NO.
CL-2469
PLATE NO.
Four
COMPACTION L'-S, INC.
SOIL TESTING & INSPECTION SERVICES
,
EXPLORATION LOG
PROJECT NAME
Urania Avenue, Encinitas
DATE LOGGED 6-13-90
ELEV A TION
Exi s ti ng Grade
TEST PIT NO, Four
! I i
I Qi
C ,
R , '"
'" '" 0 c
Qi c. C o~ 9
>. 0 N~ .c rn
~ f- ~ u- ,.~ is. :: u Description & Remarks
'" '0; Q)-oe. Q>CIl '" cij""
is. C .':::: > 0 '0;
is. ~-
E '" ::> <J) CIl '" <J)
'" 0 Vi <J) ,- !!1
'" ",CfJ is.
0 CfJ ~ '0 0- E u
0 ::;; '"
CfJ
I I SM I Brow n , Humid, Loose Silty-Sand.
I (Plowed Ground)
1 ! SC Mottled, Orange-Gray-Brown, Moist,
i
BG 29.4 I Medi urn Dense, Clayey-Sand.
2 B2 .0' ! (Native)
,
i
3
4 CK 119.7 8.7 4.0'
5
6 i
BOTTOM OF TEST PIT.
,
!
PROJECT NO.
CL-2469
PLATE NO. Fi ve
L;UMfJAL; liON LABS, INC.
SOIL Ti::STING & INSPECTIO"-RVICES
EXPLORATION LOG
,
PROJECT NAME
Urania Avenue, Encinitas
DATE LOGGED 6-13-90
ELEV A TION
Existin9 Grade
TEST PIT NO. Fi ve
I
E a;
<l.l R '" 0 <l.l C
c; Cl. E 0_ Q
>- 0 N,e "" ;;;
.:!! ,.. ::- <..l- ..~ i5. :: u Description & Remarks
<l.l 'Vi Q)~ Ol", <l.l c5J'-=
n. c ~- .5 > Cl 'Vi
i:i E '" ::l '" <l.l <l.l '"
'" a u; '" .- .!:l
'" ",Cfl n.
Cl Cfl C '0 a.. E <..l
a ~ '"
Cfl
I SM/SC Brown, Humid, Loose, Si 1 ty to
Clayey-Sand.
1 (Fi 11)
2
3
4 CL Red Brown, Mo; st, Soft, SandY-Cl ay.
(Alluvium) (Highly Expansive)
5
6 CK 117.2 6.0' SC Yellow-Brawn-Gray,
10.7 :iumld, Dense
7 Clayey-Sand.
(Native)
I !
8 !
BOTTOM OF TEST PIT.
I
I
PROJECT NO.
CL-2469
PLATE NO.
Six
.;,;JUI,L.. 1~~.III._""'''~-'' _...........&....___ .
.. EXPLORATION LOcW
PROJECT NAME
Urania Avenue, Encinitas
DATE LOGGED
6-13-90
ELEVATION
Existin9 Grade
TEST PIT NO,
Six
, I
I
E Qi ;
'" R '" 0 ~ t:
Qi c. E o_ S<
>- 0 N~ .t: n;
~ f- ~ c..J- ..!!..- a == u , Description & Remarks
'" 'in cu~ 0>", OJ clS'= ,
.t: D- c ~ - .5 > 0 'in
a E OJ '" en '" OJ on
OJ 0 Ui en ,- '"
0 '" ",cn a U
cn c:- '0 a.. E
0 :; '"
cn
S i.1 Brow n , Moist, Loose Si lty-Sand.
1 (Fi 11)
2 SC Humid, Medium
Beige Brown, Loose to
Dense, C1 ayey -Sand.
3 (Fi 11)
;
4
5 ,
I
6 - SM L 1 ght Brown, Orange, Humld, Very Dense,
!
I Silty-Sandstone.
7 CK 118.9 5.4 27.6 7.0' , (Nati vel
i
8 I
9 I
!
I BOTTOM OF TEST PIT .
I
I ,
I
,
i
I
I
i
I
PROJECT NO.
CL-2469
PLATE NO.
Seven
-
COMPACTION LABS, INC.
SOIL TESTING & INSPECTION SERVICES
EXPLORATION LOG
,
PROJECT NAME
Urania Avenue, Enei ni tas
DATE LOGGED
6-13-90
ELEVATION
Exi sti no Grade
TEST PIT NO"
Seven
I E 0;
'" R '" 0 ~ c:
0; c- o_ S?
>- 0 N~ .c 1ii
~ >- ;::. u- ..~ E. :: u Description & Remarks
'" "iii il)~ 0>", '" Jl:=
.c n. c: .5 > Cl "Ui
E. ~ -
E '" ::J '" '" '" '"
OJ Cl Vi '" "- m
Cl m mCfJ n. U
(f) C:- is c.. E
Cl ::; m
(f)
CL Gray Brown. Moist. Soft Sandy-Clay.
1 (A 11 uvi um)
(Highly Expansive)
2 SC Gray Brown. Med 1 um Dens e C1 ayey.
(Firm Native)
3
4
5 SM Gray-Yellow-Orange Moist Dense S i 1 ty-
Sand.
6 115.4 (Native)
CK 7.2 6.0'
7
8
BOTTOM OF TEST PIT.
PROJECT NO.
CL-2649
PLATE NO.
Fi ght
COM PAL; IIUN L~, 11'4\....
SOIL TESTING & INSPECTION ~ICES
,
EXPLORATION LOG
PROJECT NAME
Urania Avenue, Encinitas
DATE LOGGED 6-13-90
ELEVATION
Existing Grade
TEST PIT NO, One
R c a;
d> d> 0 ~ c
OJ c. C 0_ ,Sl
>- 0 "'~ ~ -'"
~ I- ~ <.l- "!L,. 0..
- '(ii ,- tl Description & Remarks
d> Q)'f!. 01", d> c51'-=
'15. c .5 > 0 '(ii
E. ~-
E d> :::l III '" d> III
'" 0 u; III ,- '"
0 '" ",CfJ a. 5
CfJ ~ '0 a.. E
0 ::; '"
CfJ
SM/SC Brown, Moist, Loose Silty to
Clayey-Sand.
1
BG 27.4 1.5 ' (Fi 11)
2
3
4 (Wi re)
5
6
7 SM Orange, Gray, Humid, Dense, Silty -
Sand.
8 8.0'1 (Native)
CK 121.3 6.5 (Clay Tint)
9
I BOTTOM OF TEST PIT.
I
I
I
i
1
I i
PROJECT NO.
CL-2469
PLATE NO,
Two
COM'PACTION L"S, INC. ,
SOIL TESTING & INSPECTION SERVICES
EXPLORATION LOG
PROJECT NAME
Uranin A\Jt:JnIIP ~n"'~ ni t.:.c:
DATE LOGGED 6-13-90
ELEVATION
Existing Grade
TEST PIT NO.
Two
,
c: c:; I
Q) R Q) 0 ~ c
c:; Cl. c: 0_ 0
>- 0 N,e ~ <ij
~ f- ~ Ll- ..e,.. I is. :': U Description & Remarks
Q) 'Vi Q,)~ 0lQ) Q) cil=
~ 0. c .!: > 0 'Vi
0. ~ -
E '" :::> Ul '" '" Ul
'" 0 u; Ul ,- '"
0 '" ",en 0. U
en 1::- '0 0.. E
0 :::E '"
en I
I I
,
SM/SC i Gray. Moi st. Loose to t-Iedl um Dense.
1 Silty to C1 ayey-Sand.
I (Fi 11)
2 i
I
, SM , Orange, Humid, Dense, Silty-Sand.
i
3 i (Nati vel
4
5 I
BOTTOM OF TEST PIT.
I
I
i
i
I
I
I
I
!
i
I
I :
I
I I
I i
PROJECT NO.
CL-2469
PLATE NO.
Three
-
~~l~~~~l!I~~N ~I~'
EXPLORATION LEGEND
.:.:.. ...LL..9-'_,<:...r.1.Y If "II
U:"F/'.U ':'iJIl. Cl-A..i<:'lflCATluN ClI.AJlr
P'!J!L!__~""""'.J")J.
_'~"""'.1: \;1(.,,[:.,;,; M~Jr. l)'..n
'...If <.Jf """','r...t 11 I" I..r
l ",..n tlu. "ll). l".... 1.. ,.. .
.!.:..: - .: ...::.!..! . ~
"hd.. tt..." tH.l (
co.a".. (r.':l10n
1.&.-/. C' t Mol" "/0.
11.....e . I t. Ul.lt
1-..1.r t ~.In
el.l <V4 GJV,VlL,S
u,
t.
.
GP
..;.;v.'.ILLS"llll
I.\prrc-..: l.lll.
c ( {I ".. j
r I tiES
IIlJnOl.lnl
eM
c':
..:...::.~ CLLJ..H ;;jAr/OS
-~:~ l~~n h.lt of
:0.: I.. 'r.cll on l'
)i""., .t r t ro...,.. too. 4
, I.".. J ~ :.. . ::; A:. OS \./ I TII r I ~ t.: s
lAppreCl,Ald. 4JTIount
of ~J.n..1
$.
"
'H
d.
rl/'lt CRAIHtO, Mer. t.han
~..Ir ot "".c"rl.} i. ."'.Iler
Coil." S~. ~O() 11.". .1'ii~'--
SILTS Af'{O CL,l.,(S
HL
Ll,<wl d LL'fll t.
l.sl t.hAn ~o
CL
OL
'::;II.T.::i ......~D CI..AYS
HIl
Ll.qul.j LU"lt
-1're..c.C'r t.h,," ~o
c"
0"
H!-;IIL'( O~CA.'IIC ::wlLS
PT
')'I':"'j
",
cW
..... I I " I I u....J q I ,'" I: I ~ ..., .I '. ~ I .
. .'hJ "'1. Luc ~', 11 t lie: .JC "0
(l n.,.
Pooely ~r.~od 4rJ~el I, ~rl.'~L
J.nd ~l.tueel, llttle or "0
(l ne I.
.';Ilt.,.. qr.."ell. ~H"ly -Il..ed
qr&w.l.l~nd..Llt ~1.t~{~I.
Cl..,.ey '/1".v.I., p..JU{ I (
qr.J~J ',e..v.I-'~'l.I, Cl~y
"d-tucell.
Iott'tl qrJ.ded l..nu,qCoIIIII!I.ly
. ..lIdJ, I. 1 t t L. ot' no r. r'le 1
POO.ly -1r..d~d .&nd',<1rolvt'i:'!
l.JnJs, Little OC no (,n11
StLty .end" pooel; ~r.ld~'J
.end ..nd Illt ml~tur~l.
Cl...,....,.. '.nde, p..:torLy 'ir..,j~c'
..~d and Clay mlxtur.,.
InuC"'1.&nu: .tlt. .n.j I-=CY
tIne ,..nd., rock. floue, ...nd~.
'LIt or clJ,y.y-.llt~'''nd
~Lkture. wLth .liqnt pl..t-
lcity
Inorry~nLc cl..1'. ot I~ co
rnedJ.UJl'I pl"It..lc1.t.Y,~c.vel1y
cl..y., ...n.Jy c:r"y,.s11ty
cl"YI, It'..n ct....,....
Orq.lnlc 'Llt. ..nd or'4anll:
,l.ler cl.11'l ot l".. pl..Lltll."lt(
Inor~..nlc .11tl, I'TILc.cro",.
or d14tOI'Tl.C~ou. tine ...Lndy
or Illty lOLls, Cll"ltl.C
.1It.,
Inor1.nLc C1.). ~( ~14h
pL.. t lc 1 t y. (.. t C I... ',.J .
OC1anlc cl.y. ot ~cdl~~
to nlCjJh pls.clClty
fl...t end other hl,.,I.,.
or qlln l c 1<:0 I I, .
4
.~J.tc::r lL'Vt~l .Jt ClIne of ~xCdvJ~ion or i.J~ indi('1t~:G
US u:l<1isturbt.=d (jl-lv~n rinC] 5df'7'lplL! or [lJI)L' <;.l'~lp)l'
~~ ;,Jnj15turocd Cl,lJl11.: sili.lpl2'
BCi Sulk SJllIJle
.
APPENDIX
'A'
-:;SI alLee Box 271338, Escondldo, CA 92027 . (G19) ;.:1-::'::ii8
co)::>
;:::"\J
LDo;g
:d71d
"",""T1><
,-,,/))-
lJJr-S
rl'1-!::D
o f'l-j
1Jn""'rn
~CO
-j2r
",lJJO
il-lr
-fT1~
r _
r 0
C
. ,-
"""'EST PIT LOCATION PLAN
URAI\JIA AV[.I\}UE
HOUSE.. TO REJV\AITlJ
::c
o
c
(J1
['1
a
CiJ
rn
z ~
-
-1-";:;: 80'
I, TP.1.
-
'7' FILL
3' FI LL
T.. _
r-
TE..9T PIT
LOC.ATIOl\J
U RA 1\lIA AV[ t'J U E.
EfL)[JN\TAS, CA,
(\JO~: RLL FilL DEPTHS AI\1D
LOCAT/Of\..lS .ARE:.. APPR01IMATE..
RI\.JD WERE 'C5TINlATED LlTILl21t\JG
19GO TOPOGRAPHY MAPS IN CQl\J~
JUt\JCTID1\J WITH OUR TEBT PIT E"XCAVATIOl\..lS.
---' [J
.-/ /' c..UT rn
---- _n'n --------T P.5 .s
. _ rJ
TP~ - -... , r
'-1' FILL / '- lJ)
/ I::r:
./ I (l1
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PROJECT NO. CL~2Y fD2
PLA TE NO. 0 [\j E.
CO'~;;PACTION L~, INC.
SOIL TESTING & INSPECTION SERVICES
,
TABULATION OF TEST RESULTS
Optimum Moisture, Maximum Density
Soi 1 Description
Type
Maximum
Dry Density
(lb/cu.ft)
Optimum
Moi sture
(%drywt.)
===============================================================================
Brown Clayey Sand
Olive Gray Brown Sandy Clay
Pl @ 1.5'
P3 @ 5.0'
125.0
115.0
10.5
13.5
Orange-Gray-Brown Clayey Sand
P4 @ 2.0'
128.0
10.5
Expansion Potential
Sample No.
Pl @ 1.5'
P3 @ 4.0'
P4 @ 2.0'
===============================================================================
Rem. 90% Rem. 90% Rem. 90%
11. 1 13.5 "10.4
s 4 1 n. 1 4.6
17,9 24.8 16.5
112,4 10:1 ? 1'1'i ?
150 1 sn lsn
2.0 lli 1 1 ~
Direct Shear
P3 @ 4.0' P4 @ 2.0'
Cond it ion
Initial Moisture (%):
Air Dry Moisture (%):
Final Moisture (%):
Final Dry Density (pcf):
Load (psf):
Swell (:I.):
Sample No.
===============================================================================
Condition
Angle of Internal Friction
Cohesion Intercept (pcf):
) :
Rem. 90%
6
585
Rem. 90%
33
?Ii~
PROJECT Ho.CL-2469
PLATE Ho.
Nine