HomeMy WebLinkAboutHDP 89-32; LA CORUNA PROJECT; Hillside Development Permit (HDP)r City of Carlsbad One Single
2075 Las Palmas Drive
Carlsbad, CA 92009 • • Family Home: No Charg
. (619) 438-1161
PLANNING DEPARTMENT
HILLSIDE DEVELOPMENT PERMIT
APPLICATION FORM
Complete Description of Project (attach additional sheets if necessary)
All Other Applications
Based on Project Site
Size:
o -1 Acres
o -10 Acres
10 -100 Acres
100 Acres
50.00
100.00
200.00
400.00
Subdivision of existing vacant Lot into 3 Lots and joint private driveway!
Minor Subdivision, PUD, grading and construction of tree single family hGmes.
Location of Project
South side of La Costa Ave. with access from La Coruna Pl. west of Nueva Castilla
Permit/File Numbers Associated with this Project Way.
MS-/ PUD-
Legal Description (complete)
Lot 180 of La Costa South Unit No.1, in the City of Carlsbad, County of San
Diego, State of California, according to Map thereof No. 6117, filed in the
Office of the County Recorder, June 3, 1968. ,
Local Facility Management Zone Assessors Parcel Number
Zone 6 216-160-22 ...
• one General Plan Existing Land Use
RD-M Ja V-fV\ -R~4a.... Vacant
Proposed Zone Proposed General Plan Site Acreage
Same Same 1.588
Owner Applicant
Name (Print or Type) Name (Print or Type)
Rohit R. Saraiya & Rupa R. Saraiya Same
Mailing Address Mailing Address
3021 Del Rey Avenue
City and State Zip Telephone City and State Zip Telephon e
Carlsbad 92009 (619) 942-3658
I CERTIFY THAT I AM THE LEGAL OWNER I CERTIFY THAT I AM THE OWNER'S
AND THAT ALL THE ABOVE INFORMATION REPRESENTATIVE AND THAT ALL
IS TRUE AND CORRECT TO THE BEST OF THE ABOVE INFORMATION IS TRUE
~OWLEDG.E. AND CORRECT TO THE BEST OF
S-{3 1 {R9 MY KNOWLEDGE. SIGNAT~ DATE SIGNATURE DATE
Date Application Rec'd. Received By ~ees Received Receipt No.
~. ~~8c; ~ t {.l ~ .'1IC?h'l
PROJECT NUMBER (S)
HpP
WESTLAND TITLE COMPANY
4660 La Jolla Village Dr. Suite 100, S.D., California 92122 (619) -535-2000
1 -(800) -356-3449
PRELlMIN1\RY TITLE REPORT
ISSUED 'IO: ROHIT SARAIYA
ATI'ENTION:
3021 DEL REY AVENUE
CARLSBAD, CALIFORNIA
RE: SARAIYA
YCXJR 00.
OOR 00. 106241-1
DATE: 04/28/89
AMENDED
UPDATED
In :respc:x1S6 to ycur above referenced applicatial for a Policy of Ti ~e
Insurance, Westland Title Cc:mpany hereby reports that it is prepared to
issue, or cause to be issued, as of the date hereof, a Policy or Policies of
Title Insurance describing the land and the estate or interest therein
hereinafter set forth, insu:d..n1 against loss which may be sustained by
reason of any defect, lien or encumbrance I'X)i: sl'x:Mn or referred to as an
Excepticn below or I'X)i: excluded fran coverage ~t to the printed
Schedules, Ccn:li ticns and St:lpulaticns of said Policy farms.
The printed Excepticns and Exclusicns £ran the c:overage of said Policy
or Policies as set forth. in Exhibit A attached. Copies of the Policy forms
sb::lu1.d be read. They are available fran the office which issued this repJrt.
This rep:>rt (and any supplements or amen:inents hereto) is issued solely
for the purpose of facilitating the issuance of a Policy of Title Insurance
and 00 liability is assumed hereby. If it is gesired that liability be
a.ssum3d prior to the issuance of a Policy of Title Insurance, a BiOO.er or
Ccmni:bnent sh:Ju1d be requested.
DATED AS OF April 20, 1989
At 7:30 A.M.
The fonn of Policy of Title Insurance cx::ntanplated by this rep:>rt is:
( ) Califamia Land Title Associaticn Standard Coverage Policy.
( ) AlIerican Land Title Associ aticn Loan Policy.
( ) 1Werican Land Title Associ aticn Residential Title Insurance Policy.
( ) AlIerican Land Title Associaticn Owner's Policy Farm B.
WESTLAND TITLE a:M?ANY
ORDER NO. : 106241-1
am
The Estate or interest in the land hereinafter described or referred to
covered by this report is:
A FEE
Title to said estate or interest at the date hereof is vested in:
ROHIT R. SARAIYA AND RUPA R. SARAIYA (aka VANLlLA R. SARAIYA) husband and wife as
carmuni ty p:roperty
The Lam refez:red to in this report is situated in the state of califon1ia,
County of San Diego and is described as fOllCMS:
Lot 180 of LA OOSTA SCXJTH UNIT 00. 1, in the City of carlsbad, County of San
Diego, State of california, accord:in1 to Map thereof No. 6117, filed in the Office
of the County Recorder of San Diego County, June 3, 1968.
ORDER NO.: 106241-1
am
SOfEDULE B
At the date hereof Exceptions to coverage in addition to the printed
Exceptions and Exclusions in said policy form ~d be as follows:
1. General and Special taxes for the fiscal year 1989-90, a lien, not yet
payable.
lao Delinquent general and special taxes for the fiscal year 1983-84 and
subsequent delinquencies. An estimate has been ordered to determine the
arrount necessary to redeem.
2. The lien of supplemental taxes, if any, assessed pursuant to the provisions.
of Olapter 3.5. (ccmnencing with Section 75) of the Revenue and Taxation
Code of the State of california.
IDI'E: All Supplemental Taxes which may have been or will be assessed
pursuant to the above are the sole responsibility of the Vestee(s) herein
and this cx:mpany assumes no liability· regarding the same UNLESS specifically
instructed to 00 so.
3. An easanent within the Northwesterly 10 feet for drainage and incidental
purp::>ses as sl'x::Mn en the Map of said tract.
4. An easanent within the Southwesterly portien of said Lot for sewer and
incidental purp::>ses as sh:Mn on the Map of said tract.
5. Covenants , conditions and restrictions, but deleting restrictions, if any,
based on race, color, religien or natiCXlal origin, in an instrument recorded
June 3, 1968 as File No. 92491 and re-reoarded JUly 1, 1968 as File No.
110666 of Official Records.
Said instrument provides that a violatien thereof shall rx:>t defeat or render
invalid the lien of any nortgage or deed of trust made for value.
An instrument declarinJ a m::xlificatien of said covenants, conditions and
restrictions was recorded March 26, 1969 as File No. 52717 of Official
Records.
An instrument declaring a nodification of said covenants, conditions and
restrictions was recorded January 10, 1972 as File No. 5764 of Official
Records.
6. A Deed of Trust to secure an indebtedness of $25,000.00, recorded October
25, 1985 as File No. 85-400141 of Official Records.
Dated:
Trustor:
Trustee:
Beneficiary:
( Continued)
October 3, 1985
CRFC PARTNERSHIP 00. 101
TI(l)R TITLE INSURANCE CXMPANY, a Corporation
RANQIO SANI'A FE NATIONAL BANK
\
~ COMMONWEALTH
lAND TITLE INSURANCE COMPANY
A Reliance Group Holdings Company
EXHmIT A
CALIFORNIA LAND TITLE ASSOCIATION
STANDARD COVERAGE POLICY -1988
EXCLUSIONS FROM COVERAGE
CLTA Preliminary Report Form
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses
which arise by reason of:
i. (a) Any law. ordinance or governmental regulation (including but not limited to building or zoning laws, ordinances, or regulations) restricting, regulating,
prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter
erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv)
environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the
enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public
records at Date of Policy. '
(b) Any governmental policy power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or
encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any
taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge.
3. Defects, liens, encumbrances, adverse claims or other matters:
(a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and !lot disclosed in writing to the
Company by the insured claimant prior to the date the insured claimant became an insured under this policy;
(c) resulting in no loss or damage to the insured claimant;
(d) attaching or created subsequent to Date of Policy; or
(e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the insured mortgage or for the estate or interest
insured by this policy.
4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any
subsequent owner of the indebtedness, to comply with the applicable doing business laws of the state in which the land is situated.
5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and is
based upon usury or any consumer credit protection or truth in lending law.
EXCEPTIONS FROM COVERAGE (SCHEDULE B -PART I)
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of:
I. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public
records.
Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or
by the public records.
2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or by making inquiry
of persons in possession thereof.
3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown
by the public records.
5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water,
whether or not the matters excepted under (a), (b) or (c) are shown by the public records.
AMERICAN LAND TITLE ASSOCIATION LOAN POLICY-1970
WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE
(REVISED 10-17-70 AND 10-17-84)
SCHEDULE OF EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy:
1. (a) Governmental police power.
(b) Any law, ordinance or governmental regulation relating to environmental protection. .
(c) Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or prohibiting the
occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or hereafter erected on the land, or
prohibiting a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part.
(d) The effect of any violation of the matters excluded under (a), (b), or (c) above, unless notice of a defect, lien or encumbrance resulting from a violation has
been recorded at Date of Policy in those records in which under state statutes deeds, mortgages, lis pendens, liens or other title encumbrances must be
recorded in order to impart constructive notice to purchasers of the land for value and without knowledge; provided, however, that without limitation, such
records shall not be construed to include records in any of the offices of federal, state or local environmental protection, zoning, building, health or public
safety authorities.
2. Rights of eminent domain unless notice of the exercise of such rights appears in the public records at Date of Policy.
3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant; (b) not known to the
Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such claimant acquired an estate or
interest insured by this policy or acquired the insured mortgage and not disclosed in writing by the insured claimant to the Company prior to the date such
insured claimant became an insured hereunder; (c) resulting in no loss or damage to the insured claimant; (d) atta"hing or created subsequent to Date of Policy
(except to the extent insurance is afforded herein as to any statutory lien for labor or material or to the extent insurance is afforded herein as to assessments for
street improvements under construction or completed at Date of Policy.)
4. U nenforceability of the lien of the insured mortgage because of fajlure of the insured at Date of Policy or of any subsequent owner of the indebtedness to
comply with applicable "doing business" laws of the state in which the land is situated.
Form 2210-1 (CA) Rev. 3-89 Valid Only If Schedules A, B and Cover Are Attached
(EXHIBIT A CONTINUED ON BACK)
SCHEDULE B CONI'lNUED
ORDER NO. ·106241-1
am
TAX INFORMATION 1988-89:
Code area: 09046
Parcel No: 216-160-22
Land: $153,000.00
Improvements: $ 0.00
Personal Property: $ 0.00
Exemptions: $ 0.00
1st Installment: $ 872.09 PAID
2nd Installment: $ 872.09 PAID
() o c:
/.:
C r.: ,-
I
"
<~ .... ~~.
"
'I ~
.. 0
, ~::;~-=-==
: ~ .. " 0,
'j
.,.
,~
{t :~
r-, ~~~ l> "1
~ 'C"),
0: 0, S'''' " CJj' ~s.
~ .. ' ~(~)' ., ' , ~
tit I,·· "
(J) ·0 c: -I :t
,c:. Z
_ CITY OF CARLSBAD •
1200 ELM AlPENUE CARLSBAD, CALIFO • fA 92008
438·5621
ACCOUNT NO. DESCRIPTION
/---
.U / -r(/(1-!I"-(l() -\7/7 1-.. i • / / .' I ( J I~//!.·( ,: '/'):I/t~1 .-\/( ( ,\\:.. ( rf ( ,KJ.-/I(
, I • .~_..,. , .. ( / • l"~ -
7472 06/08/8.
If];> ? ~f=t. 3>2-
\
RECEIPT NO. 9:1.664 TOTAL
AMOUNT
r
/ (Ie) I rr)
I
I
f
' 0001 01 05 f
l1is( lPO"OO
I
I I
I I I .
I
lao c-)()
APPLICANT:
AGENT:
MEMBERS:
• DISCLOSURE FORM
ROHIT R. SARAIYA
Name (individual, partRersbip. joint venture, corporation. syndjcatio~
3021 Del Rey Avenue, Carlsbad, CA 92009
Business Address
(619) 942-3658
Telephone Number
Name
Business Address
Telephone Number
Name (individual, partner, jOint
venture, corporation, syndication)
Business Address
Telephone Number
Name
Business Address
Telephone Number
Home Address
Telephone Number
Home Address
Telephone Number
(Attach more sheets if necessary)
I/We understand that if this project is located in the Coastal Zone, It we will apply
for Coastal Commission Approval prior to development.
I/We acknowledge that in the process of reviewing this application, it may be
necessary for members of City Staff, Planning Commissioners, Design Review Board
members, or City Council members to inspect and enter the property that is the
subject of this application. I/We consent to entry for this purpose.
I/We declare under penalty of perjury that the information contained in this disclosure
is true and correct and that it will remain true and correct and may be relied upon
as being true and correct until amended.
BY
Agent, Owner, Partner
POOR
QUALITY
ORIGINALeS)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
REPORl' OF
UPDATED REXDOOmDATIOOS
ProPOOED RESIDENl'IAL SUBDIVISlOO
LA CDRIJNA PLOCE
CARISBAD, CALIFORNIA
PREPARED FOR:
Mr. RohitSaraiyii
3021 Del Rey Avenue
Carlsbad, California 92009
PREPARED BY:
Southe:m California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 P.O. 80X 20627 SAN DIEGO, CALIF. 92120
6 7 BEN T E R P R I S EST. ESC Cl N 0 I DO, CAL I F". 9 2 a 2 5 TELe: 746~4S44
October 11, 1989
Mr. Rohit Saraiya SCS&T 8921145
3021 Del Rey Avenue Report No. 1
Carlsbad, California 92009
SUBJECT: Report of Updated Reconmandations , Proposed Residential
Subdivision, La Coruna Place, Carlsbad, California.
REFERENCE: "Preliminary Geotechnical Investigation, Proposed Condominium
Project;" Southern California Soil and Testing, Inc. ; SCS&T
14044; September 29, 1982.
Dear Mr. Sarai ya:
In accordance with your request, W3 have prepared this update report for the
subject project. The purpose of this report was to present update
reconmandations which will reflect current geotechnical standards and the
proposed development scheme. In addition, W3 will address the stability of
existing and proposed slopes as requested by the City of Carlsbad Planning
Depart:nent.
It is our understanding that the subject project will consist of the
construction of three one and/or two-story split level residential
structures. The buildings will be of wood-frame and masonry construction.
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 O:::tober 11, 1989 Page 2
Shallow foundations and conventional slab-on-grade floor systems are
anticipated. Masonry retaining walls up to 12 feet high are anticipated.
Grading will consist of cuts and fills less than 11 feet and 13 feet,
respectively.
The following recarmendations are based on the findings of the referenced
report and a site reconnaissance perfontECl by a rrember of our engineering
geology staff. In general, the soil conditions at the site remain unchanged
since the ti:rIE of our original investigation. An existing off-site steep
fill slope (Lot 159) exhibits what appears to be a surficial failure. This
condition is addressed in the slope stability analysis portion of this
report.
SITE PREPARM.'IC6: Site preparation should begin with the rem::wal of all
existing vegetation and deleterious matter from the areas of the site to be
developed. Existing topsoils and alluvium should be rerroved to finn natural
ground. Finn natural ground is defined as undisturbed soil having a mini.m.nn
in-place density of 85 percent as determined in accordance with ASTM
D1557-78 Method A or C. Removal operations should be extended to a mini.m.nn
distance of five feet from the peri:rIEter of the .i.nprovemants or property
line, whichever is less. The bottom of the excavations should be scarified
to a depth of 12 inches, rroisture conditioned and recorrpacted to at least 90
percent.
LOT UNDEnCUr: It is recarmended that the cut portion of proposed cut-fill
pads be undercut to a depth of three feet. The bottom of the undercut should
have a minimum inclination of one percent towards the fill portion of the
pad. The undercut area should be backfilled with properly corrpacted fill.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 o::tober 11, 1989 Page 3
SELECT GRADING: It is anticipated that highly expansive soils will be
encountered at depths below approximately 164 feet MSL. Unless select
grading is performed this condition will require special foundation
consideration. Select grading consist of capping the proposed building pads
with a minimum four-foot-Iayer of nondetrimantallyexpansive soil (expansion
index less than 50). Foundation reconnendations for both alternatives are
provided herein. It is further reconnended that expansive soils not be
placed within a distance of ten feet from the face of proposed fill slopes.
SURFACE mAINI!GE: It is reconnended that all surface drainage be directed
away from the proposed stIuctures and the top of slopes. Ponding of water
should not be allowed adjacent to the foundations.
EARl1M:IU{: All earthw:>rk and grading contenplated for site preparation
should be accomplished in accordance with the attached Recommended Grading
Specifications and Special Provisions. All special site preparation
reconnendations presented in the sections above will supersede those in the
Standard Reconnended Grading Specifications. All enbanknents, stIuctural
fill and fill should be compacted to at least 90% relative compaction at or
slightly over optimum moisture content. Utility trench backfill within five
feet of the proposed structures and beneath asphalt pavements should be
conpacted to minimum of 90% of its maximum dry density. The upper twelve
inches of subgrade beneath· paved areas should be carrpacted to 95% of its
maximum dry density. This compaction should be obtained by the paving
contractor just prior to placing the aggregate base material and should not
be part of the mass grading requirerrents. The maximum dry density of each
soil type should be detennined in accordance with A.S.T.M. Test Method
D-1557-78, Method A or C.
SIDPE STABILITY
GENERAL: The general gross stability of the existing and proposed site
configuration was analyzed utilizing the Stabrg Conputer Slope Stability
Analysis and found to be in excess of 1.5 (see attached Plates 1 through 4
and Appendix A) .
I
I
I
I
I
I
t
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 CX::tober 11, 1989 Page 4
STABILITY OF RJRlH F.N::1J«i SIDPES: The existing north facing slope has a
general 2 "I (horizontal to vertical) inclination. However in sone areas the
slope is steeper and has a 1. 4: 1 inclination (see Plates Number 1 and 3). In
our opinion this slope possesses an adequate factor of safety with respect
to deep seated rotational failure. A reconnaissance perfonred by a IIEItt>er of
our engineering geology staff did not indicate any signs of surficial slope
instability.
STABILITY OF OFF-SITE FILL SLOPE: A steep off-site fill slope exists south
of the subject site (IDt 159). The slope has an overall height of 22 feet.
Approximately the lower half has a 1.8:1 (horizontal to vertical). The upper
portion has an inclination of 1:1. Some surficial failure areas were
observed. in the upper portion. It is not known whether the steep portion of
the slope was constructed in conjunction with grading of the existing
building pad or whether was done afterwards as part of the construction of
exterior miscellaneous .inproveIlEnts. W::! have no knowledge or opinion as to
the proper construction and compaction of the existing off-site fill slope.
However, due to its steepness it is reasonable to assume that further
deterioration may occur. In our opinion the proposed development will not
influence the stability of the existing slope:-However, due to the location
of proposed terrporary cut slopes for retaining wall construction and the
site topography, it is recommended that temporary cut slopes for the
proposed driveway wall located along the southw:stern property line and/or
within 20 feet from it be shored. This will avoid going off-site with the
cut slopes and encroaching into the existing fill slope. Furthenrore, it is
reco:rmended that a chain link fence be installed at the top of the property
line retaining wall below said slope to catch any potential sloughing.
'.l"EMJ?(JmRY CUI' SlOPES: It is recorrmanded that terrporary cut slopes exposing
natural ground be constructed at a continuous 0.75:1 (horizontal to
vertical) inclination. All terrporary cut slopes should be approved by the
engineering geologist during construction to ascertain that no adverse
conditions are encountered.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 October 11, 1989 Page 5
GENERAL: A shoring system consisting of H-piles and wooden lagging may be
utilized for the support of vertical temporary cut slopes. It is our
understanding that this system will remain as a pe:r:manent earth retaining
structure. The shoring system will be built by drilling 24-inch dianeter
borings extending at least five feet below the bottom of the proposed
excavation. H-piles are placed in the holes which are then backfilled with
concrete to the bottom of the proposed excavation. The remaining of the
boring is backfilled with a lean cerrent mix.
PASSIVE :RESISr1'B::E: All allowable passive resistance of 500 pounds per
square foot of depth may be used for design purposes. This value should be
limited to a ma.x.imum value of 6000 pounds per square foot. The upper foot
should be neglected. A pressure diagram is provided below as Figure NuIri::ler 1.
500
PSF n
~
\,
5000
PSF
-I
12
'\. I \
FIGURE 1 PASSIVE PRESSURE D:rnGRAM
ACTTYE PRESSURES: The active lateral pressure for the on-site soils may be
assuned to be equivalent to the pressures shown on either of the diagrams on
the following page as Figure Number 2.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 O:::tober 11, 1989
H
I W
lEVEL BACKFill 29H pst
2:1 (HORIZONTAL TO VERTICAL) 39H pst
1.5:1 (HORIZONTAL TO VERTICAL) 59H pst
O.1H
Q7H
Q2H
FIGURE 2 ~ PRESSURE DIP.GI:Wof)
CA) SEUX:T GlW)IR; (~y EXPANSIVE SOll.S)
H
...
~ .
23H pst
32H pst
48H pst
Page 6
GENERAL: Conventional shallow foundations are recommended for the
support of the proposed structures. Footings should have a min.i.m.un depth
of 18 inches below lowest adjacent finished pad grade. A mi.nim.lIn width
of 12 inches and 24 inches is reconnended for continuous and isolated
footings, respectively. An allowable bearing capacity of 2000 psf may be
assUIlEd. for said footings. These bearing capacities may be increased by
one-third when considering wind and/or seismic forces. Footings located
adjacent to or within slopes should be extended to a depth such that a
ten-foot setback exists betW3eIl the footings and the face of slopes.
REINFCICEMENr: Continuous footings should be reinforced with at least
one #5 bar positioned near the bottom of the footing and one #5 bar
positioned. near the top of the footing. This reinforcerrent is based on
soil characteristics and is not intended to be in lieu of reinforcement
necessary to satisfy structural considerations.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 CX::tober 11, 1989 Page 7
CCH:l{E'IE SLABS-<:N-GRADE: Concrete slabs-on-grade should have a thickness
of four inches and be underlain by a four-inch blanket of clean, poorly
graded, coarse sand or crushed rock. This blanket should consist of 100
percent material passing the two-inch screen and no more than ten
percent and five percent passing sieves #100 and #200, respectively. The
slab should be reinforced with No.3 reinforcing bars placed at 24 inches
on center each way. A 6 "x6 "_WI. 4xWI. 4 ( 6 "x6 "-6/6 ) welded wire mash may
be used in lieu of the rebars. Slab reinforcenent should be placed near
the center of the slab. Where noisture sensitive floor coverings are
planned, a visqueen barrier should be placed on top of the sand layer. A
t~-inch-thick layer of clean sand should be placed over the visqueen to
allow proper concrete curing.
EX'mRIoo. SI...l\BS--<lt-GRADE: Exterior slabs should have a miniIrtnn thickness
of four inches. Walks or slabs five feet in width should be reinforced
with 6 I x6"-WI.4xWI.4 (6 I x6"-10/10) welded wire mash and provided with
weakened plane joints. Any slabs between five and ten feet should be
provided with longitudinal weakened plane joints at the center lines.
Slabs exceeding ten feet in width should be provided with a waakened
plane joint located three feet inside the exterior perimeter as
indicated on attached Plate Number 5. Both traverse and longitudinal
weakened plane joints should be constructed as detailed in Plate NuIriJer
5. Exterior slabs adjacent to doors and garage openings should be
connected to the footings by dO\\Bls consisting of No. 3 reinforcing bars
placed at 24-inch intervals extending 18 inches into the footing and the
slab.
(B) EXIS'I'IK; amITIOOS (HIGILY EXPANSIVE SOllS)
GENERAL: Conventional shallow foundations are recommended for the
support of the prop::>sed structures. Footings should have a mini.1m.un depth
of 30 inches below lO\\Bst adjacent finished pad grade. A minimum width
of 12 inches and 24 inches is recommended for continuous and isolated
footings, respectively . .An allowable bearing capacity of 2000 psf may be
'I
I
I
I
I
I
I-
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 O::tober 11, 1989 Page 8
assl.lllEd for said footings. These bearing capacities may be increased by
one-third when considering wind and/or seismic forces. Footings located
adjacent to or within slopes should be extended to a depth such that a
ten-foot setback exists betw=en the footings and the face of slopes.
REINFORCEMENr: Continuous footings should be reinforced with at least
tw::) #5 bars positioned near the bottom of the footing and tw::) #5 bars
positioned near the top of the footing. This reinforcenent is based on
soil characteristics and is not intended to be in lieu of reinforcenent
necessary to satisfy structural considerations.
CCJCRETE SLABS-cN-GRADE: Concrete slabs-on-grade supported on finn
natural ground or compacted fill should have a thickness of five inches
and be underlain by a four-inch blanket of clean, poorly graded, coarse
sand or crushed rock. This blanket should consist of 100 percent
material passing the tw::)-inch screen and no more than ten percent and
five percent passing sieves #100 and #200, respectively. The slab should
be reinforced with No.3 reinforcing bars placed at 12 inches on center
each way and extending at least 12 inches into the footings. Slab
reinforcenent should be placed near the-center of the slab. Where
moisture sensitive floor coverings are planned, a visqueen barrier
should be placed on top of the sand layer. A tw::)-inch-thick layer of
clean sand should be placed over the visqueen to allow proper concrete
curing.
mcr'EIUOR MI~ IMPROVEMENl'S: The intent of the aforerrentioned
recommendations is to minimize the potential detrimental effect of the
highly expansive foundation soils on the proposed structure. The client
should recognize that sane distress to exterior iIrprovenents such as
slabs-on-grade, curbs and sidewalks may occur unless special
consideration for the highly expansive soil is iIrplenented. Special
consideration for expansive soils may include any of the following items
or an appropriate combination: select grading to a minimum depth of tWJ
feet, thicker slabs with additional reinforcement and/or moisture
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 O::tober 11, 1989 Page 9
cut-off footings surrounding ~xterior in'provenents. The cost-benefit
ratio of these recommendations versus a potential maintenance of
exterior improvements should be determined by the client. However, it
should be recognized that distress of exterior improvements should not
detr.i.nentally affect the structural integrity of the proposed structure.
Irregardless of the rrethod in'plerrented, it is suggested that planting
and landscape adjacent to structures and hardscape areas be kept to a
mini.Im.nn. Drought resistance plants requiring mini.Im.nn irrigation are
also suggested.
SE:rl'LEMENr CBARl\CImISTICS: The anticipated total and/or differential
settlerrents for the proposed structure will be within tolerable limits
provided the recormendations presented in this report are follow=d.. It
should be recognized that minor cracks no:r:nally occur in concrete slabs and
foundations due to shrinkage during curing or redistribution of stresses and
some cracks may be anticipated. Such cracks are not necessarily an
indication of excessive vertical movements.
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
nay be considered to be 450 pounds per square foot per foot of depth. This
pressure nay be increased one-third for seismic loading. The coefficient of
friction for concrete to soil nay be assumed to be 0.35 for the resistance
to lateral movement. If select grading is not performed and retaining wall
footings are founded on expansive soils, the aforerrentioned values should be
reduced to 200 pef and 0.2. When combining frictional and passive
resistance, the fo.:rmer should be reduced by one-third. The upper six inches
of exterior retaining wall footings should not be included in passive
pressure calculations.
1\CrIVE PRESSURE: The active soil pressures for the design of earth retaining
structures are presented herein.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 <xtober 11, 1989
Backfill Restrained Unrestrained
{horizontal to vertical) Wall *
IBvel 29H psf
2:1 39H psf
1.5:1 59H psf
* Unifonn rectangular distribution, see Figure 2
H = wall height in feet
Wall
45 pef
60 pef
90 pef
Page 10
These pressures do not consider any other surcharge. If any are anticipated,
this office should be contacted for the necessary increase in soil pressure.
These values assumes a drained backfill condition. Waterproofing details
should be provided by the project architect. A wall drainage detail is
provided on the attached Plate Number 6.
BACKFILL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
material. The wall should not be backfilled until the masonry has reached
an adequate strength.
FAC'IU.R. OF SAFETY: The above values, with the exception of concrete to soils
friction coefficient do not include a factor of safety. Appropriate factors
of safety should be incorporated into the design to prevent the walls fram
overturning and sliding.
If you have any questions regarding this report, or if we may be of further
service, please do not hesitate to contact this office.
Daniel B.
DBA:JRH:IrM
cc: (6) Submitted
(1) SCS&T, Escondido
I
SLOPE STABILITY CALCULATIONS
Janbuls Simplified Slope Stability Method
Assume Homogeneous Strength Parameters throughout the slope
C(pSf) Incl.
30·* 150·* 125·* 2:1
* Assumed Values
Where:.H • Angle of Internal Friction
C z Cohesion (psf)
Ws = Unit weight of Soil (pcf)
H = Height of Slope (ft)
FS = Factor of Safety
~ SOUTH.IIN CALIPORNIA 7 SOIL a T.STIJIG, INC. DBA
H (ft) FS
25 1.8
RESIDENTIAL DEVELOPMENT
10-11-89 I:
. 8921145 PLATE NO. 4
I
I
I
3 ' 3 '
.[l ..
'. '.' .'" f. . .'. . . .
. . . ' . . .....
...
..... .' 'WEAKENED -: ... .
: ...... '. PLAI~E '.' ' ... .
' . .' -: .. JOINTS ...... . .. ' '.
TRANSVERSE
v/EAKENED
PLANE JOINTS
6' ON CENTER
'. .... .' '.' .... (HAX,) >.< : ......... ::.:»~ ... :>:: ---r3 , .... .'" .. --1 ! 10' J 1
.... ' .. . . . . . . . . . . ' .
'.' ..... . '. .'
5' -10' 1
SLAbS IN EXCESS OF 10 FEET IN WIDTH SLABS 5 TO 10 FEET IN WIDTH
~ .. . .' '. . ' .. ' .
PLAN
N,T,S,
. . ~. '" . ' . ... . ' .. . . ' .. ',~ ., .
. . . . .
' .. . '. '. '. . . .
6"x6"-10/10 vMM
CONTINUOUS
. . . ' . . .. ' .' .....iiil-....;....w. .... ...w. ..... ......,;.'\
. '. '. . '. . . .' .' . I'.' : '. '. '.' .'.
t 18" 6"x6"-10/10 WWM
STRIP IN ADDITiON TO CON-
TINUOUS REINFORCEMENT
DETAIL-WEAKENED PLANE JOINT
N, T. S.
I ~ SDUTHERN CALIFORNIA
SOIL & TESTING. INC •
••• a AIV.AaAL •• TA •• T
I .AN al.ao, CALlfCOANIA •• 1.a
~ _____________________________________________ -4~~P~R~OP~O~S=EO~RE=S~ID=E~NT~I~A~L~D~EV~E~L~OP~M~EN~T _________ ~
1~ ________________________ ~ ____ ~ _________________ ~P_L_A_TE __ NO_. __ 5 ______ ___
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
It 12
CI
-(J) Z ;:
WATERPROOf BACK Of WALL PER
ARCHITECT. IPECIFICATIO .. I
3/4 INCH CRUSHED ROCK OR
MARIDRAIN MOO OR EQUIVALENT
GEOFAIIRIC BETWEEN ROCK AND SOIL
4" DIAMETER PERFORATED PIPE
HOUSE ON GRADE SLAB
HOUSE RETAINING WALL
SUBDRAIN DETAIL
NO SCALE
~ SOUTHI!RN CALIF'ORNIA 7 SOIL" Te:STING,INC.
PROPOSED RESIDENTIAL DEVELOPMENT
BY: DBA DATE: 10-11-89
JOB NUMBER: 8921145 PLATE NO. 6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX A
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
I *********************************************
* *
I * SIDPE STABILITY ANALYSIS *
* *
I ************** S TAB R G *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 * I * *
* GEOSOFT *
I * *
* ALL RIGHTS RESERVED *
I * *
*********************************************
I
RESIDENI'IAL SUBDIVISION, SCS&T 8921145, SECTION A, TRIAL B, 145AB
I
"
I NUMBER OF SPECIFIED CENTERS 0
NUMBER OF DEPIH LIMITING TANGENTS 0
I NUMBER OF VERTICAL SECTIONS 20
NUMBER OF SOIL LAYER BOUNDARIES 3
NUMBER OF PORE PRESSURE LINES 0
I NUMBER OF POINI'S DEFINING COHESION PROFILE 0
IfEISMIC COEFFICIENI' Sl,S2 .00 .00
lEARCH STARrS AT CENTER (1280.0, 700.0), WITH FINAL GRID OF 1.0
I
ALL CIRCLES PASS THROUGH THE POINT (1318.0, 911.0)
I
r OMETRY
IfECTIONS 980.01029.01081.01107.01117.01137.01156.01186.01193.01206.01217.01225.01238.01245.01
T. CRACKS 802.0 802.0 810.0 815.0 820.0 830.0 835.0 850.0 855.0 860.0 866.0 870.0 875.0 878.0
IIw IN CRACK 802.0 802.0 810.0 815.0 820.0 830.0 835.0 850.0 855.0 860.0 866.0 870.0 875.0 878.0
IlBOUNDARY 1 802.0 802.0 810.0 815.0 820.0 830.0 835.0 850.0 855.0 860.0 866.0 870.0 875.0 878.0
I
I
I
I
I
t
I
I
I
I
I
I
I
I
I
I
I
I
BOUNDARY 2 866.0 866.0 866.0 866.0 866.0 866.0 866.0 866.0 866.0 866.0 866.0 870.0 875.0 878.0
!toUNDARY 31000.01000.01000.01000.01000.01000.01000.01000.01000.01000.01000.01000.01000.01000.01
itOIL PROPERTIES
lAYER
I 1
2
I
COHESION FRICTION.ANGLE
550.0 38.0
300.0 25.0
DENSITY
140.0
125.0
l'lUMBER TANGENT RADIUS (X) CENTER (Y) CENTER FS(BISHOP) FS(OMS)
I 1
2
914.4 214.4 1280.0 700.0 1.577 1.491
914.0 214.0 1282.0 700.0 1.578 1.496
3 914.4 212.4 1280.0 702.0 1.577 1.491
I 4 914.8 214.8 1278.0 700.0 1.577 1.488
5 914.4 216.4 1280.0 698.0 1.577 1.492
I 6
7
914.2 214.2 1281.0 700.0 1.577 1.493
914.4 213.4 1280.0 701.0 1.577 1.491
I 8
9
914.6 214.6 1279.0 700.0 1.577 1.489
914.4 215.4 1280.0 699.0 1.577 1.491
10 914.2 213.2 1281.0 701.0 1.577 1.493
I 11 914.6 213.6 1279.0 701.0 1.577 1.489
12 914.6 215.6 1279.0 699.0 1.577 1.490
I 13 914.2 215.2 1281.0 699.0 1.577 1.494
I.s. MINIMUM= 1.577 FOR THE CIRCLE OF CENTER (1280.0, 700.0)
I
******************
I * STABRG *
******************
I
I
I
I
"
762.5
810.0
857.5
w I-« z
0
0:::
0 905.0 0
0
>-
952.5
1000.0~1~ ______ ~ ______ ~ ________ ~ ______ ~ ________ ~ ______ ~ ______ ~ ______ ~
980.0 1075.0 1170.0 1265.0 1360.0
X COORDINATE
-------------------
I
*********************************************
* *
* SLOPE STABILITY ANALYSIS *
I * *
************** S TAB R G *****************
* *
* PORTIONS (C) COPYRIGHT 1985, 1986 * I * *
* GEOSOFT *
* *
I
* ALL RIGHTS RESERVED *
* *
*********************************************
IRESIDENTIAL SUBDIVISION, SCS&T 8921145, SECTION B f TRIAL C, 145BC
lONTROL DATA
I
NUMBER OF SPECIFIED CENTERS 0
NUMBER OF DEPTH LIMITING TANGENTS 0
NUMBER OF VERTICAL SECTIONS 15
NUMBER OF SOIL LAYER BOUNDARIES 4
I
NUMBER OF PORE PRESSURE LINES 0
NUMBER OF POINTS DEFINING COHESION PROFILE 0
IFEISMIC COEFFICIENT Sl,S2 = .00 .00
.SEARCH STARTS AT CENTER (1270.0, 570.0),WITH FINAL GRID OF
ALL CIRCLES PASS THROUGH THE POINT (1375.0, 909.0)
I GEOMETRY
1.0
"
ISECTIONS 1000.01094.01138.01142.01142.51182.01190.01233.01233.51273.01273.51333
T. CRACKS 830.0 830.0 860.0 861.0 866.0 871.0 876.0 876.0 882.0 882.0 888.0 893 IW IN CRACK 830.0 830.0 860.0 861.0 866.0 871.0 876.0 876.0 882.0 882.0 888.0 893
.BOUNDARY 1 830.0 830.0 860.0 861.0 866.0 871.0 876.0 876.0 882.0 882.0 888.0 893
BOUNDARY 2 847.0 856.0 860.0 861.0 866.0 871.0 876.0 876.0 882.0 882.0 888.0 893
I BOUNDARY 3 876.0 876.0 876.0 876.0 876.0 876.0 876.0 876.0 882.0 882.0 888.0 893
BOUNDARY 41040.01040.01040.01040.01040.01040.01040.01040.01040.01040.01040.01040
ISOIL PROPERTIES
LAYER COHESION FRICTION ANGLE DENSITY
I 1 100.0 20.0 120.0
2 500.0 38.0 140.0
I 3 300.0 25.0 125.0
NUMBER TANGENT RADIUS (X) CENTER ( Y) CENTER FS(BISHOP) FS(OMS)
I 1 924.9 354.9 1270.0 570.0 2.679 2.530
2 924.3 354.3 1272.0 570.0 2.680 2.533
I 3 925.0 353.0 1270.0 572.0 2.679 2.529
4 925.5 355.5 1268.0 570.0 2.679 2.528
5 924.8 356.8 1270.0 568.0 2.679 2.531
I 6 924.6 354.6 1271. 0 570.0 2.679 2.531
I
I
I
I
I
t
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
7
8
9
10
11
12
13
14
15
16
17
18
F.S.
924.9
925.2
925.2
924.9
925.3
925.0
925.3
925.6
925.0
925.6
925.5
924.9
MINIMUM=
353.9 1270.0 571. 0 2.679 2.529
355.2 1269.0 570.0 2.679 2.529
354.2 1269.0 571. 0 2.679 2.528
353.9 1270.0 571. 0 2.679 2.529
353.3 1269.0 572.0 2.679 2.528
353.0 1270.0 572.0 2.679 2.529
352.3 1269.0 573.0 2.679 2.527
353.6 1268.0 572.0 2.679 2.527
352.0 1270.0 573.0 2.679 2.528
352.6 1268.0 573.0 2.679 2.526
354.5 1268.0 571. 0 2.679 2.527
353.9 1270.0 571. 0 2.679 2.529
2.679 FOR THE CIRCLE OF CENTER (1269.0, 572.0)
******************
* STABRG *
******************
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX B
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
I
I
I
I
I
I
t
I
I
I
I
I
I
I
I
I
I
I
I
PRfJPa)EJ) RESJ:DENl'IAL SUBDIVISICfi, LA CORIJNA~, CARI.SBlID
REXlJ.!MENDED GRADIR.; ~IFlCATIOOS -GENERAL PROVISlOOS
The intent of these specifications is to establish procedures for clearing,
corrpacting natural ground, preparing areas to be filled, and placing and
compacting fill soils to the lines and grades shawn on the accepted plans.
The recomrendations contained in the preliminary geotechnical investigation
report and/or the attached Special Provisions are a part of the Recomrended
Grading Specifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunction with the geotechnical report for which they are a part.
No deviation from these specifications will be allowed, except where
specified in the geotechnical report or in other written conmmication
signed by the Geotechnical Engineer.
Southern California Soil and Testing, Inc., shall be retained as the
Geotechnical Engineer to observe and test the earthwork in accordance with
these specifications. It will be necessary that the Geotechnical Engineer
or his representative provide adequate observation so that he may provide
his opinion as to whether or not the work was acconplished as specified. It
shall be the responsibility of the contractor to assist the Geotechnical
Engineer and to keep him appraised of work schedules, changes and new
info:rnation and data so that he may provide these opinions. In the event
that any unusual conditions not covered by the special provisions or
preliminary geotechnical report are encountered during the grading
operations, the Geotechnical Engineer shall be contacted for further
reconnendations.
(R-9/89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 cx::tober 11, 1989 Appendix B, Page 2
If, in the opinion of the Geotechnical Engineer, substandard conditions are
encountered, such as questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse weather, etc.; construction should
be stopped until the conditions are remedied or corrected or he shall
reco:rmend rejection of this w:Jrk.
Tests used to determine the degree of compaction should be perfonred in
accordance with the following Arrerican Society for Testing and Materials
test rrethods:
Maxi.num. Density & Optimum Moisture Content -A5TM 0-1557-78.
Density of Soil In-Place -ASTM 0-1556-64 or ASTM 0-2922.
All densities shall be expressed in terms of Relative Compaction as
determined by the foregoing AS'IM testing procedures.
PREPARATIOO OF AREAS 'ID REO:IVE FILL
All vegetation, brush and debris derived from clearing operations shall
be rerroved, and legally disposed of. All areas disturbed by site grading
should be left in a neat and finished appearance, free from unsightly
debris.
After clearing or benching the natural ground, the areas to be filled shall
be scarified to a depth of 6 inches, brought to the proper moisture content,
compacted and tested for the specified minimum degree of compaction. All
loose soils in excess of 6 inches thick should be rerroved to finn natural
ground which is defined as natural soils which possesses an in-situ density
of at least 90% of its maximum dry density.
(R-9/89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 CX:tober 11, 1989 Appendix B, Page 3
When the slope of the natural ground receiving fill exceeds 20% (5
horizontal units to 1 vertical unit), the original ground shall be stepped
or benched. Benches shall be cut to a finn corrpetent fornational soils. The
lowar bench shall be at least 10 feet wide or 1-1/2 t.i..nes the the equi];!tent
width whichever is greater and shall be sloped back into the hillside at a
gradient of not less than tw::> (2) percent. All other benches should be at
least 6 feet wide. The horizontal portion of each bench shall be corrpacted
prior to receiving fill as specified herein for corrpacted natural ground.
Ground slopes flatter than 20% shall be benched when considered necessary by
the Geotechnical Engineer.
Any abandoned buried structures encountered during grading operations nust
be totally renoved. All underground utilities to be abandoned beneath any
proposed structure should be rerroved from within 10 feet of the structure
and properly capped off. The resulting depressions from the above described
procedures should be backfilled with acceptable soil that is compacted to
the requiremants of the Geotechnical Engineer. This includes, but is not
limited to, septic tanks, fuel tanks, s~r lines or leach lines, stonn
drains and water lines. Any buried structures or utilities not to be
abandoned should be brought to the attention of the Geotechnical Engineer
so that he nay detennine if any special reconnendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requirerrents set forth by the Geotechnical Engineer. The
top of the cap should be at least 4 feet below finish grade or 3 feet below
the bottom of footing whichever is greater. The type of cap will depend on
the diameter of the well and should be determined by the Geotechnical
Engineer and/or a qualified Structural Engineer.
(R-9/89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 CX::tober 11, 1989 Appendix B, Page 4
FILL MATERIAL
Materials to be placed in the fill shall be approved by the Geotechnical
Engineer and shall be free of vegetable matter and other deleterious
substances. Granular soil shall contain sufficient fine naterial to fill
the voids. The definitioI). and disposition of oversized rocks and expansive
or detr.inental soils are covered in the geotechnical report or Special
Provisions. Expansive soils, soils of poor gradation, or soils with low
strength characteristics nay be thoroughly mixed with other soils to provide
satisfactory fill material, but only with the explicit consent of the
Geotechnical Engineer. Any import material shall be approved by the
Geotechnical Engineer before being brought to the site.
Approved fill naterial shall be placed in areas prepared to receive fill in
layers not to exceed 6 inches in conpacted thickness. Each layer shall have
a unifoDll noisture content in the range that will allow the conpaction
effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the specified
minimum degree of compaction with equipment of adequate size to
economically compact the layer. Compaction equiprent should either be
specifically designed for soil conpaction or of proven reliability. The
minim.nn degree of conpaction to be achieved. is specified in either the
Special Provisions or the recorrnendations contained in the preliminary
geotechnical investigation report.
When the structural fill material includes rocks, no rocks will be allowed
to nest and all voids :must be carefully filled with soil such that the
minimum degree of compaction recommended in the Special Provisions is
achieved.. The maxi:mum size and spacing of rock pennitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
when applicable.
(R-9j89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 O:::tober 11, 1989 Appendix B, Page 5
Field observation and compaction tests to estimate the degree of compaction
of the fill will be taken by the Geotechnical Engineer or his
representative. The location and frequency of the tests shall be at the
Geoteclmical Engineer's discretion. When the compaction test indicates that
a particular layer is at less than the required degree of compaction, the
layer shall be reworked to the satisfaction of the Geoteclmical Engineer and
until the desired. relative compaction has been obtained.
Fill slopes shall be compacted by neans of sheepsfoot rollers or other
suitable equipment. Compaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at a
ratio of two horizontal to one vertical or flatter, should be trackrolled.
Steeper fill slopes shall be over-built and cut-back to finish contours
after the slope has been constructed. Slope compaction operations shall
result in all fill ma.terial six or nore inches inward from the finished face
of the slope having a relative compaction of at least 90% of maxim..Dn dry
density or the degree of compaction specified in the Special Provisions
section of this specification. The conpaction operation on the slopes shall
be continued until the Geoteclmical Engineer is of the opinion that the
slopes will be stable surficially stable.
Density tests in the slopes will be ma.de by the Geoteclmical Engineer during
construction of the slopes to determine if the required compaction is being
achieved. Where failing tests occur or other field problems arise, the
Contractor will be notified that day of such conditions by written
corrmunication from the Geotechnical Engineer or his representative in the
fonn of a daily field report.
If the nethod of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no cost to the Owner or Geoteclmical Engineer.
(R-9/89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 October 11, 1989 Appendix B, Page 6
cur SIDPES
The Engineering Geologist shall inspect cut slopes excavated in rock or
lithified fonnational ma.terial during the grading operations at intervals
detennined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined
strata of a potentially adverse nature , unfavorably inclined bedding, joints
or fault planes are encountered during grading, these conditions shall be
analyzed by the Engineering Geologist and Soil Engineer to detennine if
mitigating measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall
be excavated higher or steeper than that allowed by the ordinances of the
controlling governmental agency.
Field observation by the Geotechnical Engineer or his representative shall
be ma.de during the filling and compacting operations so that he can express
his opinion regarding the conformance of the grading with acceptable
standards of practice. Neither the presence of the Geotechnical Engineer or
his representative or the observation and testing shall not release the
Grading Contractor from his duty to compact all fill material to the
specified degree of compaction.
Fill shall not be placed during unfavorable ~ather conditions. When w:>rk
is interrupted by heavy rain, filling operations shall not be resumed until
the proper moisture content and density of the fill materials can be
achieved. Damaged site conditions resulting from ~ather or acts of God
shall be repaired before acceptance of v;ork.
(R-9/89)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
SCS&T 8921145 CX:tober 11, 1989 .Appendix B, Page 7
REXlJt!MENDED GruIDDli SPOCIFlCATIOOS -SPOCIAL PROVISIOOS
RElATIVE CXJtfP1'CI'IOO: The minimum degree of compaction to be obtained in
compacted natural ground, compacted fill, and compacted backfill shall be at
least 90 percent. For street and parking lot subgrade, the upper six inches
should be compacted to at least 95% relative compaction.
EXPARiIVE SOllS: Detrimentally expansive soil is defined as clayey soil
which has an expansion index of 50 or greater when tested in accordance with
the Unifonn Building Code Standard 29-C.
OVERSIZED ~: Oversized fill material is generally defined herein as
rocks or lunps of soil over 6 inches in diarreter. Oversize materials should
not be placed in fill unless recommendations of placement of such material
is provided by the geotedmical engineer. At least 40 percent of the fill
soils shall pass through a No. 4 u. S. Standard Sieve.
'.l'Rl\NSITICB IDI'S: Where transitions beh\een cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
foot below the base of the proposed footings and recompacted as structural
backfill. In certain cases that W)uld be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
reinforcement and undercutting may be required.
(R-9/89)