2009-10150 I DOC # 2002-0846,.x66
1
OCT 01 , 2402 4 : 21 PE's
OFFICIAL RECORDS
Recording Requested by: ) SAN DIEGO COUNTY RECORDER'S OFFICE
City of Encinitas ) GKGORY J. SMITH, COUNTY RECORDER
p3e When Recorded, Mail to: )
FEES: 0.00
`A City Clerk )
Iv� City of Encinitas )
'v 505 South Vulcan Avenue )
Encinitas, CA 92024 )
For the benefit of the City ) SPACE ABOVE FOR RECORDER'S
USE ONLY
APN: 258-122-35, 36
3 1 °
RESOLUTION NO. 2002-44
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ENCINITAS,
CALIFORNIA, APPROVING THE SUMMARY VACATION, OF EXISTING RIGHT-OF-
WAY FOR PUBLIC ROAD PURPOSES ON A PORTION OF NARDO ROAD NORTE OF
REQUEZA STREET.
WHEREAS, The San Dieguito Union High School submitted an
application to vacate existing right-of-way for public road
purposes on a portion of Nardo Road North of Requeza Street as
shown on Exhibit B; and
WHEREAS, the vacation proceedings are conducted under Chapter 4 of
Part 3 of the State of California Streets and Highway Code, and
WHEREAS, On June 20, 2002, City staff distributed notices to
residents within 300 feet of the proposed vacation and to all
public utility companies, and
WHEREAS, the City Council of the City of Encinitas on August 28,
2002, heard all persons interested in the proposed vacation at
6 :00 p.m. in the City of Encinitas Council Chambers, 505 South
Vulcan Avenue, Encinitas, CA 92024; and
NOW BE IT THEREFORE RESOLVED that the City Council of the City of
Encinitas, has adopted the resolution to summary vacate existing
right-of-way for public road purposes on a portion of Nardo Road
North of Requeza Street per Exhibit A and Exhibit B and in
accordance with the following:
1. The project as proposed is consistent with the City of
G:\Paul D\Resolution Nardo-School Summary Vacation.doc
Sr-Z- DETAIL 'A' EXHIBI T ,B
SUMMA Y STREET VA CA T1 ON
A-9oJ4'05" (NARDO ROAD/\5J -
,W L-78.49 0 i5Q6
,
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=S8270
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d=0027 130
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L=4.24' S71, 50'E_-
3
90.070
-DETAIL A
Irv-
s.� \k LOT 25 nr.T.
`ray
`i' 11
s o ��/
MAP No. 21
33
LOT 24
cn
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d-11 25 57
/
244.19' R=20' L=39.25' _-
R 1'85.95' ' __-- 17.92'TPOR
o _ '41 -W 192.87__�- ►
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R=500' L=160.28' �`� s 406 2 p
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ro. 99-080 7126199
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CONSULTING ENGINEERS
187 NEWCASTS_E AVENUE SUITE 103
CAR D436—By 500E SFAS(76b 436078603
WAE1- "RECORDED, PLEASE MAIL
TH ..," INSTRUMENT TO : 1776 FILE/PAGE NO. 78—'1.40066
BOOK x978
John J. Daily, Business Manager RECORDED REQUEST OF
San Dieguito Union High School District DlSTRI
2151 Newcastle Avenue APR '0 ��8
Cardiff, California' 92007
OFFICIAL RECORDS
SAN DIEGO COUNTY,CALIF:;
HAREEY F.SLOON
NO TRANSFER TAX DUE RECORDER,
SPACE ABOVE FOR RECORDER'S USE ONLY f
Assessor's Parcel Encinitas
No. . . :�z :Q7 . . Project. Road Deed W. o. No. �TE1259. . . . . . S.u.r.
f
Parcel No. . . ... . ..A3
For a valuable consideration,
COUNTY OF SAN DIEGO
do(es) hereby remise, release and forever quitclaim to
SAN DIEGUITO UNION HIGH SCHOOL DISTRICT
the following described real property in the County of San Diego, State of California:
Parcel No. 77-0110-A3 & B3 (1-5-78) (WR:JK) �
All that portion of Lots 24 and 25 of RANCHO RIQUEZA in the County of
San Diego, State of California., according to Map thereof No. 2133 on
file in the Office of the County Recorder of said County lying North-
easterly of a strip of land 60.00 feet in width, the sidelines of said
strip lying 30.00 feet on each side of the following described center-
line:
COMMENCING at the intersection of the centerline of Nardo Road with
the centerline of Riqueza Street as said intersection is shown on Road
Survey No. 811 , a plat of which is on file in the Office of the County
Engineer of s$id County; thence Southerly along said centerline of Nardo
Road South 01'01110,1 West, 115.86 feet to the beginning of a tangent
500.00 foot radius curve, concave Westerly, said point being the begin-
ning of the centerline of said 60.00 foot strip; thence Northerly along
the arc of said curve through a central angle of 34 20`09", a distance
of 299.64 feet; thence tangent to said curve, North 33°18'59" West,
363.78 feet to the beginning of a tangent 500.00 foot radius curve,
concave Northeasterly; thence Northwesterly along the arc of said curve
through a central angle of 13°22'14", a distance of 116.68 feet.
RESERVING from said Lots 24 and 25 an easement and right of way for
highway embankment slopes and drainage structures over that portion
thereof lying Northeasterly of said 60.00 foot strip and Southwesterly
of a line described as follows:
DRP Form 12 (10-22-7
r" 177
Parcel No. 77-0110-A3 & B3 (Cont 'd)
BEGINNINR at a point in the Easterly line of said Lot 25 which bears
North 01 01 '10" East, 39.92 feet from the Southeast corner thereof being
the point of intersection of said Easterly line with the Northeasterly
line of aaid 60.00 foot strip; thence along said Easterly line
North 01 01 '10" East, 10.08 9eet; thence leaving said line North 23054'38" West,
130.30 f8et; thence North 28 31 '21" West, 155.54 eet; thence
' North 33 18159" West, 60.00 feet; thence North 36 55124" West, 111.27
feet; thence North 27°33'40" West, 91 .48 feet to the Norterly line
of said Lot 24; thence along said Northerly line North 67 50110" Wes ,
30.58 feet to the most Northerly corner of said Lot; thence South 08 40'56" West,
0.45 feet to the Northeasterly line of said 60.00 foot strip and the
POINT OF TERMINUS.
RESERVING unto grantees of the above described parcel of land, their
successors or assigns, the right at any time to remove such slopes or
drainage facilities or portions thereof upon removing the necessity
for maintaining such slopes or drainage facilities or portions thereof
or upon providing in place thereof other adquate lateral support or
drainage facilities, the design and construction of which shall be first
approved by the County Engineer, for the protection and support of said
highway.
1° Quitclaim Deed to San Dieguito Union High School District - Page 3
P.4444-Z 7/- //C
Daited this. . . . . . . . . 778
• . . . . . . . . . . . . . . . . . . . . . . .day of. . .:� a.`: :�:�,..:':. . . . . . . .. . .. . . . . . . . . . , 197A',
- , • COUNTY OF SAN DIEGO -- - _ • • • - • . . -
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ay- . . ./�•. . .
k . . . . . . . . ,
. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .By, . . - . . .. • . .,. ..�, .�.�. . . . .l .. �. . . . . .. . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . .
STATE . . . . . . . . . . . . . . . . . . . . . . . . . . . I County of. . . . ss.
On. . . 19. . . .before me, the undersigned, a Notary Public in and foi
said County and•State. • •rsonally•appeared. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . .
known to me to be the person. . . . • • . . .whose•name. . . . . . . . . . • • - • • • . • • -•subscribed-to the-within
instrument, and acknowledged that. . . . . . . . . . . . .executed the•same,
-
Witness my hand and official seal.
• • •
Notary Public in and for.
said.
County.and State
STATE OF CALIFORNIA,
County of San Diego, ss.
On this. , �/, . . , ,day of. . . .. - . . . . .in the year 19� ., before me, ROBERT D. ZUMWALT
County Clerk and ex-officio Clerk of the Supezi r court in a or said County,which is a court
of record having a seal, personally appeared �a = . . _
known to me to be the person. . . . . . . . .described in a d whose name. . . . - • • • - • - • - - . . • • - • - • -
. . . . . . . . . . . . . . . . . . . . . . . .
subscribed to and who executed the annexed instrument, and acknowledged to me that. . . . . . . . . . . .
She. . _ . . . . .executed the same.
'4 ,
S
In Witness Whereo ;r; have hereunto set hand anti affiv,aA 4-1, --1 —P �
c my
r� STATE OF CALIFORNIA) SS.
COUNTY OF SAN DIEGO)
On this `'� day of in the year /J�'7� before me,
ROBERT D. ZCounty Clerk and ex-officio Clerk of the Superior Court
of the County of San Diego, personally appeared KATHRYN A. NELSON, known
to ,I to be,the Assistant Clerk of the Board of Supervisors of said County,
and known to me to be the person who executed the within instrument on 11 b'ehaXf,`pf..-said County, and acknowledged to me that such County executed
the same, ,
ROBERT D. ZUMWALT, County Clerk and ex-officio
Clerk of the Superior Court
SEAL
( . ) . Deputy
1780
RESOLUTION AUTHORIZING THE SUPERINTENDENT
OF THE SAN DIEGUITO UNION HIGH SCHOOL DISTRICT
TO ACCEPT QUITCLAIM DEED CONVEYING INTERESTS
IN REAL PROPERTY TO THE DISTRICT
On motion of member Sensibaugh , seconded
by member Shirts the following resolution
is adopted:
WHEREAS, the County of San Diego owns certain real property
described as portions of Lots 24 and 25 of RANCHO REQUEZA in
the County of San Diego, State of California, according to map
thereof No. 2133, which is no longer required for County use;
and
WHEREAS, the San Dieguito Union High School District desires
to purchase said real property during a two fiscal year period;
and
WHEREAS, the parties intend to enter into an agreement
whereby the County of San Diego will:
(1) Convey by quitclaim deed approximately one-half
of the northeasterly portions of the above said
Lots 24 and 25 (Parcel No. 1) during the current
1977-78 fiscal year; and
(2) Lease, with an option to purchase by September 1,
1978, the remaining southwesterly portions of said
Lots 24 and 25 (Parcel No. 2) ;
whereupon the San Dieguito Union High School District will pay
one hundred thousand dollars ($100,000) immediately and one
hundred ten thousand dollars ($110, 000) upon exercise of the
option; NOW THEREFORE
1781
IT IS RESOLVED that the District.-Superintendent is
authorized to do all acts necessary to complete the purchase
of the following described real property and to accept on behalf
of the District a quitclaim deed from the County of San Diego
to the San Dieguito Union High School District:
All that portio!! of tots 2-i ;"l 2 5 Of �:;►►tii! : ;t;rj�l!:l.A ir, the Cou►1ty of
Sdn Die , to of a f n
file inga St r C 1 i o� i�, GCC- �, .I i n,l tu t•t�� thc�,uf i`o. 2133 on
he Of ice of the . )��;tJ' �' 'r'^' �t r cif s :i:; Ct;ur.�y lying tiorth�
easterly of a strip of lard E0.0'j fr of in ►ridth the! s;el > >r
cline,., of said c�?
strip lying 30.00 feet cart each sict cif th+� f4�llo%iing �CScribed center-
line:
o ` o
COj•;1.1EHCING at the intersect iv:i o` the C01te .-liMe of M-irdo Road with
the centerliric of Rlqueza Street as sal:! ir!(;rstxticr, is shown on Road � = r'
Survey No. 811 , a plat of :,h ich is c:n file in VIP G;Tice of the County � R.
Engineer South of said County; therice So1)tt1c1- ly along sail c-er.terline of Nardo
Road South O1 U1 ' 10" 'Nest, 115.86 f(.•�t t(I trle be inning of a tangent
500.00 foot radius curve, concave b,eAl rly, siict point being the begin- `� a
ning of the centerline of said 60.00 fc�c,t S'.r• jjr
thence tortherly along � o
the arc of Slid Curv!? thruj,;gt1 d r "1tr'dl lntJl.� �Jf 34 M'19n
OF 2999.6► feet; thti`n'ce tangen' to sA. irr Ilrv� ttr,rtt; o � ,,: a distance
353.78 feet to tni? t}E.`.. i nn 1'i: ()f L,111(��'� f ';• /i, 3 3 ld a9 NASt,
7 J •, 1t .���.;,,) roa. radius curve
concave t{ortheais ter ly; thence Nc�rth::e, er1y ,►ic,n� th:� ark of said curve
through a central a:�;�l� of 13°22' 14", , (li;t,l1,ce of 116.68 feet.
RESFRV1NG from sail! Lots 24 and 2:. an r.ar,r:^(ant a-1rr ri,ht of way for
highway c-.11 )anf\r►ir!r?t SIC• ".'.S ;.m � cir'J1lli::;.' Str::•.tijr es ovt?r that portion
thereof lying ti:,rth,-ast��r'ly r,f said EO.(`c? f(1c,t r ip and Scuth��esterly
Of a line described as fr, llo:r;:
QEGINNTN9 at a point in the Easterly line of
North 01 01 '30" East, 39.92 '' '`' tot 25 which bears
ff,.t frolc, th'! Su!ltheast corner thereof being
the point of intersection of said Easterly lire with the Northeasterly
line of Said 60.00 foot strip; thence along said Easterly line
North 01 01 `10" East, 10.0, "pet; thence le,:vi:�'.l said line -Forth 23°54'38" 11est,
130.30 f�et; thence NOr t h 2cb31 '21" I.-jest, 1 E-5-4 � ceL;
North 33 18'59" 4fest, 60.00 foet; thence north 36J56'24"i (vest, 111.27
(feet; thence North 27°33'x,0" ;Jest, 91.48 feet to the N6rtl erly line
said Lot 24; thence along said northerly line North 67x50'10" 14e 8 40'56"s 1lest
6,
30.58 feet to the most northerly corner of said Lot; thence South 0 ,
0.45 feet to the Northeasterly line of said 60.00 foot stri
POINT OF TERMINUS. p and the
RESERVING unto grantees of the above described parcel of land, their
successors or assigns, the right at :any tine to remove such slopes or
drainage facilities or Portions thereof upon the necessity
for maintaining such slo;:es or drainage facili*_ics or portions thereof
or upon providing in place thereof other adquate lateral support or
drainage facilities,. the design and construction of 1',hich shall be-first
approveid by the County Engineer, for the protection and support of said
highway.
17
BE IT FURTHER RESOLVED that this Board consents to the
recordation of the above described quitclaim deed by the
Superintendent of this District.
BE IT FURTHER RESOLVED that the Superintendent is author-
ized to accept an encroachment permit from the County of
San Diego permitting the San Dieguito Union High School District
to use the right of way for the "Nardo Road" which traverses
Lots 24 and 25 of RANCHO REQUEZA in the County of San Diego,
State of California, according to map thereof No. 2133.
Passed and adopted by the Board of Trustees of the
San Dieguito Union High School District of the County of
San Diego this 23rd day of February , 1978 by the
following vote:
AYES: Mitchell, Sensibaugh, Shirts, Howell
NOES: none
ABSENT: Thompson
1' 83
CERTIFICATE OF ACCEPTANCE
This is to certify that the interest in real property
conveyed by quitclaim deed dated March 8, 1978
from the County of San Diego to the San Dieguito Union High
School District, of San Diego County, California, is hereby
accepted by the undersigned officer on behalf of the Board of
Trustees of said School District pursuant to authority con-
ferred by resolution of the Board of Trustees of said School
District adopted on February 23, 1978 and the grantee
consents to the recordation thereof by its duly authorized
officer.
DATED March 27, 1978
BY �(Supe Qrintendent
William A. Berrier
Secretary, Board of Trustees
TTI I\.1• 1116.VV1IVt.V, 1 VL I�Il11 L.
THM i,NSTRUMENT TO:
. . 2 3 8 D 78-424945
' FILE/P.,C E NO.
San gieguito Union High School District .COK1§78
625 N. Vulcan Ave. RECOf%DCD REQUEST OF
Leucadia, CA 92024 DISTRICT }�
OCT 5 1 1 03
OFFICIAL RECORDS
NO TRANSFER TAX DUE RECORDER
SPACE ABOVE FOR REC(§I 9g 9- T 6a.�Y L!�
uiklaim Deed No FE
Assessor's Parcel Encinitas Road
Project Station - Surplus
No. 258-122-07 W. O. No. TE1259 _
Parcel No. 77-0109-A3 & 63
For a valuable consideration,
COUNTY OF SAN DIEGO
do (es) hereby remise, release and forever quitclaim to
SAN DIEGUITO UNION HIGH SCHOOL DISTRICT
the following described real property in the County of San Diego, State of California:
Parcel No. 77-0109-A3 & 33 (,WR:J:C)
,6*
All that portion of Lots' 24 and 25 of RANCHO RIQUE7_A in the Couni:y of
San Diego, State of California, according to Map thereof No. 2133, on
file in the Office of the County Recorder of said County 1ying SOLIth-
westerly of a strip of land 60.00 feet in width. 30.00 feet on each
side of the following described centerline:
COMMENCING at the intersection of the centerline of Nardo Road with
the centerline of Riqueza Street as said intersection is shown on Road
Survey 811, a plat of which is on file in the Office of the County Engineer
of said Bounty; thence Southerly along said centerline of Nardo Road
South 01 01 '10" West, 115.86 feet to the beginning of a tangent 500.00
foot radius curve, concave Westerly, said point being the beginning
of the centerline of said 60.00 foot strip; the.�ce Northerly along the
arc of said curve through a central angle of 34 20'09", a distance of
299.64 feet; thence tangent to said curve North 33°18'59" West, 363. 76
feet to the beginning of a tangent 500.00 foot radius curve, concave
Northeasteray; thence along the arc of said curve through a central
angle of 13 22'14", a distance of 116.68 feet .
EXCEPTING frogs said Lots 24 and 25, the Southerly 22.00 feet thereof,
ALSO EXCEPTING therefrom that portion thereof lying Southeasterly of
the arc of a 20.00 foot radius curve, concave Northwesterly that is
tangent to both the northerly line of said Southerly 22.00 feet and
the Westerly line of said 60.00 foot wide strip of land.
CCSF,Rev.65.10,5/77
Qai claim Deed Assessor' s Parcel No. 258-122-07 Page 2
23
Parcel No. 77-0109-A3 & B3 (Cont 'd)
RESERVING from said Lots 24 and 25 an easement and r;grtt of way for
highway embankment slopes and drainage ,structures over that ort '
thereof lying .southwesterly of said 60.00 foot stria and Iv':,rtpheasteri
Of a line described as follows:
,Y
COM+'ENCING at the .most Northerly csrner of said Lot 24 ; thence along
the Westerly line thereof South 08 40'56" west, 99.II7 feet to the TRUE
POINT OF BEGINN P6 said point being the intersection of said Westerly
lane of Lot 74 with the Southwesterly line of said
thence continuing along said Westerly 1 ne Soutti 08u40 '56"0foWest strip;
feet; thence leaving said line South 27 49110"
South 30 44'18" East, 111. 1.5 feet; t Eas�, 27.23 feet; thence
feet; thence south 4�3o3r, 'r33" East, 55.44efset; thence 'Southa3Z�O160. 15
81 . 32 feet to slid Southwesterly line of saki 60.0' foot strip, East,
RESERVING unto grantees of the above described parcel of land, their
successors or assigns, the right at any time to remove such slopes or
drainage facilities or portions thereof upon removing the necessity
for maintaining such slopes or drainage facilities or portions thereof
or upon providing in place thereof other adequate lateral support or
drainage facilities, the design and construction of which shall be first
approved by the County Engineer, for the protection and support of said
highway,
238a
Quitclaim Deed Assessor' s Parcel No. 258-122-07 Page 3
Dated this 7th day of September, 1978
C N Y OF SAN DIEGO
PORTER D CREMANS
Clerk of the Board of Supervisors
STATE OF CALIFORNIA) ss .
COUNTY OF SAN DIEGO)
On this 7th day of September in the year 1978 before me ,
ROBERT D. ZUMWALT, County Clerk and F ex-officio Clerk of the Superior Court
of the County of San Diego, personally appeared PORTER D. CREMANS , known
to me to be the Clerk of the Board of Supervisors of said County, and
known to me to be the person who executed the within instrument on behalf
of said County, and acknowledged to me that such County executed the same .
ROBERT D. ZUMWALT, County Clerk and ex-officio
Clerk of the Superior Court
By
.�SEgL)
Deputy
RESOLUTION AUTHORIZING THE SUPERINTENDENT
OF THE SAN DIEGUITO UNION HIGH SCHOOL DISTRICT
TO ACCEPT QUITCLAIM DEED CONVEYING INTERESTS
IN REAL PROPERTY TO THE DISTRICT
On motion of member Thompson , seconded by member
Shirts the following resolution is adopted:
WHEREAS, the County of San Diego owns certain real property described
as portions of Lots 24 and 25 of RANCHO REQUEZA in the County of San Diego,
State of California, according to map thereof No. 2133, which is no longer
required for County use; and
WHEREAS, the San Dieguito Union High School District desires to
purchase said real property during a two fiscal year period; and
WHEREAS, the parties have entered into an agreement whereby the
County of San Diego will :
(1 ) Convey by quitclaim deed approximately one-half of the
northeasterly portions of the above said Lots 24 and 25
(Parcel No. 1 ) during the 1977-78 fiscal year; and
(2) Lease, with an option to purchase by September 1 , 1978,
the remaining southwesterly portions of said Lots 24 and 25
(Parcel No. 2) ;
whereupon the San Dieguito Union High School District will pay one hundred
thousand dollars ($100,000) immediately and one hundred ten thousand dollars
($110,000) upon exercise of the option; NOW THEREFORE
IT IS RESOLVED that the District Superintendent is authorized to do
all acts necessary to complete the purchase of the following described real
property and to accept on behalf of the District a quitclaim deed from the
County of San Diego to the San Dieguito Union High School District:
:Parcel No. 77-0109 " 33 (1-5 (WR:JK) _, 1
Ail that portion of Lots*24 and 25 of RANCHO Ri�;;E7_A in the Cour.cy of
San Diego, State of ,.alifar nia,. accor ding to Ma-p therecf tto. 2133, on
file in the Office of the- County recorder of said County lying South-
westerly of a strip of land 60.00 feet in wildth. 30.00 fee_ on each
side of the following described centerline:
CO-KNENI ING at the intersection of they centerline of Pardo Road with
the centerline of Riqueza Street as said intersection is shown on Road
Survey 811, a plat of which is on file in the Office of the County Engineer
of said Runty; thence Southerly along said centerline of Nardo Road
South 01 OI 'IO" 'Rest, 115.86 feet to the beginning of a tangent 500.00
foot radius curve, concave Westerly. said point being the beginning
of the cerr*_erline of said 60.00 foot strip; thence Northerly along the
arc of said curve through a central angle of 3402010911, a distance of
299.64 feet; thence tangent to said curve North 33012'59" ;Vest, 363.78
feet to the beginnin- of a tangent 500,00 foot radius cury"e, concave
NortheasterAy; thence along the arc of said curve through a central
angle of 13 22'14", a distance of 116.68 feet. y
EXCEPTING from sail Lots 24 and 25, the Southerly 22.00 feet thereof, .
ALSO EXCEPTT"" therefrom that portion thereof lying Southeasterly of
• the arc of a 20.GV1 foot radius curve, concave Northwesterly that is
tangent to both the `tortherly ling of said Southerly 22.00 feet and
the Westerly line of said 60.00 foot wide strip of land.
RESERVING fron said L ,
Lots 24 and 25 are easerrant and right of way for
highway erbankr^e-rt slope; and drainage -structures over that portion
thereof lying Southwesterly of said 6 00.00 foot strip and Fior•theasterly
OF a Zinn described as follows:
COM,"r ACING at the most Northerly �-- ---
the :Jesterly line thereof South y `6* 01' -Nf, said Lot 2�; thence along
POINT OF QEGI;I�(..�., h 03 40 5� Blest, 99.87 feet to the TRUE
rNa said point being the intersection of said Westerly
line of tot 24 wi`h the Southwesterly line of said 90.00 foot strip;
thence continuing along said Westerly line Sou
ine South 27 th 08. 40'56" West, 20.04
feet; thence leaving said l049'10" East
South 30 44'1-8" East, 111.16 feet; thence, 355(349'47"27.23 feet; thence
feet; thence `_'oath 4003; '03" East, 55.44�f feet; thence Southa32np5630 5East
91.32 feet to said Southwesterly line or said 60.00 font strip, '
RESERVING unto grantees of the above described parcel of land, their
successors. or assigns, the right at any time to remove such slopes or
drainage facilities or portions thereof upon removing the necessity
for maintaining such slopes or*drainage facilities or portions thereof
or upon providing in place thereof other adequate lateral support or
drainage facilities, the design and construction of which shall be first
approved by the County Engineer, for the protection and support of said
highway.
f�J�
BE IT FURTHER RESOLVED that this Board consents to the recordation
of the above described quitclaim deed by the Superintendent of this District.
BE IT FURTHER RESOLVED that the Superintendent is authorized to accept
an encroachment permit from the County of San Diego permitting the San
Dieguito Union High School District to use the right of way for the "Nardo
Road" which traverses Lots 24 and 25 of RANCHO REQUEZA in the County of San
Diego, State of California, according to map thereof No. 2133.
Passed and adopted by the Board of Trustees of the San Dieguito Union
High School District of the County of San Diego this 28th day of
_September 1978 by the following vote:
AYES: Mitchell , Sensibaugh, Shirts, Thompson, Howell
NOES: None
ABSENT: None
23JI
CERTIFICATE OF ACCEPTANCE
This is to certify that the interest in real property conveyed by
quitclaim deed dated _ September 7, 1978 from the County of San
Diego to the San Dieguito Union High School District, of San Diego
County, California, is hereby accepted by the undersigned officer on
behalf of the Board of Trustees of said School District pursuant to
authority conferred by resolution of the Board of Trustees of said School
District adopted on —eotember R �A752 and the grantee consents
to the recordation thereof by its duly authorized officer.
DATED October 2, 1978
BY 4
Superintendent
William A. Berrier
Secretary, Board of Trustees
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LIMITED
GEOTECHNICAL INVESTIGATION
i
I SUNSET HIGH SCHOOL
MODULAR BUILDING
I' 684 REQUEZA STREET
-i' ENCINITAS, CALIFORNIA
I
I
F _
C O F I I k T E
PREPARED FOR
i SAN DIEGUITO HIGH SCHOOL DISTRICT
i ENCINITAS, CALIFORNIA
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APRIL 11, 2008
PROJECT NO. 07953-42-01
GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS _
Project No. 07953-42-01
Apri 1 11, 2008
San Dieguito High School District
Maintenance and Operational Facilities Department
125 North Vulcan Avenue
Encinitas, California 92024
Attention: Mr. Russ Thornton, Director of Facilities
Subject: SUNSET HIGH SCHOOL
MODULAR BUILDING
684 REQUEZA STREET
ENCINITAS, CALIFORNIA
LIMITED GEOTECHNICAL INVESTIGATION
Dear Mr. Thornton:
In accordance with your authorization of our Proposal No. LG-08003 dated January 3, 2008, we herein
submit the results of our limited geotechnical investigation for the subject site. The accompanying
report presents the results of our study and conclusions and recommendations pertaining to the
geotechnical aspects of the proposed improvements. The site is suitable to receive the student
restrooms and storage modular building and associated hardscape provided the recommendations of
this report are followed.
Should you have questions regarding this report, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
PpFESS/pN
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R R. arcia tiQ 44J Noe Borja Joseph J.Vettel CO 0
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(4) Addressee
(2/del) RNT Architects
Attention: Mr. Joe Mansfield
6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone (858) 558-6900 ■ Fax (858) 558-6159
TABLE OF CONTENTS
I. PURPOSE AND SCOPE.................................................................................................................1
2. SITE AND PROJECT DESCRIPTION...........................................................................................1
3. SOIL AND GEOLOGIC CONDITIONS.........................................................................................2
3.1 Undocumented Fill (Qudf)....................................................... 2
3.2 Santiago Formation (Tsa)......................................................................................................2
4. GROUNDWATER...........................................................................................................................2
5. GEOLOGIC HAZARDS..................................................................................................................2
5.1 Faulting and Seismicity ............
5.2 Liquefaction and Seismically Induced
.................S..e..t.t.l.e..m...e..n..t...........................................................................................4 5.3 Seiches and Tsunamis 4
6. CONCLUSIONS AND RECOMMENDATIONS...........................................................................5
6.1 General...................................................................................................................................5
6.2 Excavation and Soil Characteristics................................................................................... ...5
6.3 Seismic Design Criteria.........................................................................................................6
6.4 Grading..................................................
.........................................................
.......................
6.5 Temporary Excavations.......................... 8
.................
6.6 Foundations and Concrete Slabs-on-Grade............................................................................9
6.7 Retaining Walls....................................................................................................................10
6.8 Lateral Loading..................
.........................................................................
6.9 Site Drainage and Moisture Protection................................................................................1 l
6.10 Grading and Foundation Plan Review.................................................................................12
LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figure 2, Site Plan/Geologic Map(Map Pocket)
Figure 3, Wall/Column Footing Dimension Detail
Figure 4, Typical Retaining Wall Drain Detail
APPENDIX A
FIELD INVESTIGATION
Figures A-1 —A-2, Logs of Borings
APPENDIX B
LABORATORY TESTING
Table B-1, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results
Table B-II, Summary of Laboratory Direct Shear Test Results
Table B-III, Summary of Laboratory Expansion Index Test Results
Table B-fV, Summary of Laboratory Water-Soluble Sulfate Test Results
Table B-V, Summary of Laboratory Potential of Hydrogen(pH),Resistivity,and Chloride Test Results
APPENDIX C
RECOMMENDED GRADING SPECIFICATIONS
LIST OF REFERENCES
LIMITED GEOTECHNICAL INVESTIGATION
1. PURPOSE AND SCOPE
This report presents the results of our limited geotechnical investigation for the proposed modular
building for student restrooms and storage and associated hardscape work. The purpose of the limited
geotechnical investigation is to evaluate the surface and subsurface soil conditions and general site
geology, and to identify geotechnical constraints, if any, that may impact development of the site as
presently proposed.
The scope of our investigation included a review of stereoscopic aerial photographs and readily
available published and unpublished geologic literature (see List of References), performing subsurface
exploration, performing laboratory testing and engineering analysis, and preparing this report. We
performed a field investigation which included drilling 2 exploratory borings to maximum depths of
approximately 16 feet. The exploratory boring logs and other details of the field investigation are
presented in Appendix A. We performed laboratory tests on selected soil samples obtained during the
field investigation to evaluate pertinent physical properties for engineering analyses and to assist in
providing recommendations for site grading and foundation design criteria. Details of the laboratory
tests and a summary of the test results are presented in Appendix B and on the boring logs in
Appendix A.
2. SITE AND PROJECT DESCRIPTION
The Sunset High School is located at 684 Requeza Street in the City of Encinitas, California (see
Vicinity Map, Figure 1). The project site is currently an open area located in the north central portion
of the school campus with existing modular buildings located to the south, east, and west. An existing
parking lot and recreational courts are located southeast and northwest of the subject site, respectively.
The topography of the site is relatively flat with elevations ranging from approximately 248 to 250 feet
above mean sea level (MSL).
Proposed improvements are expected to consist of a modular restroom and storage building with
associated walkways, utilities, and landscaping. Additionally, a tennis court is proposed just north of
the modular restroom building. We expect site grading to be relatively minor consisting of cuts and
fills less than approximately 5 feet to construct the building pad and hardscape improvements.
The site description and proposed development are based on a site reconnaissance and review of the
conceptual site plans prepared by RNT Architects. If development plans differ from those described
herein, Geocon Incorporated should be contacted for review of the plans and possible revisions to this
report. Final grading plans were not available for our review at the time of this report.
Project No.07953-42-01 - 1 - April H,2008
3. SOIL AND GEOLOGIC CONDITIONS
We encountered one surficial soil type and one geologic formation during our field investigation. The
surficial soil consists of undocumented fill and the geologic unit consists of the Santiago Formation.
The occurrence and distribution of the units encountered, including descriptions of the units, are shown
on the boring logs in Appendix A and on the Geologic Map, Figure 2 (Map Pocket). The surficial soil
and geologic units are described below in order of increasing age.
3.1 Undocumented Fill (Qudf)
Undocumented fill was encountered in the exploratory borings to a depth of approximately 9 feet. The
undocumented fill consists of loose to medium dense, damp to moist, brown to dark brown and tan
brown to light yellowish brown, silty to clayey sand with gravel. The undocumented fill is not
considered suitable for support of settlement-sensitive structures and remedial grading will be required.
3.2 Santiago Formation (Tsa)
Tertiary-age Santiago Formation underlies the undocumented fill and is characterized as very dense,
damp, mottled yellowish brown and reddish brown to olive brown and reddish brown, silty sand. The
Santiago Formation is considered suitable for the support of compacted fill or structural loads.
4. GROUNDWATER
We did not observe groundwater during our field investigation. We do not expect groundwater to
adversely impact proposed project development. It is not uncommon for groundwater or seepage
conditions to develop where none previously existed. Groundwater elevations are dependent on
seasonal precipitation, irrigation, land use, among other factors, and vary as a result. Proper surface
drainage will be important to future performance of the project.
5. GEOLOGIC HAZARDS
5.1 Faulting and Seismicity
Based on a review of geologic literature and experience with the soil and geologic conditions in the
general area, it is our opinion that known active, potentially active, or inactive faults are not located at
the site. The site is not mapped in the vicinity of geologic hazards such as landslides, liquefaction
areas, or faulting and is not located within the State of California Earthquake Fault Zone.
According to the computer program EQFAULT, 9 known active faults are located within a search
radius of 50 miles from the property. The nearest known active fault is the Rose Canyon Fault, located
approximately 3 miles from the site and is the dominant source of potential ground motion.
Earthquakes that might occur on the Rose Canyon Fault Zone or other faults within the southern
Project No.07953-42-01 -2- April 11,2008
California and northern Baja California area are potential generators of significant ground motion at the
site. The estimated maximum earthquake magnitude and peak ground acceleration for the Rose Canyon
Fault are 7.2 and 0.53 g, respectively. Table 5.1 lists the estimated maximum earthquake magnitude
and peak ground acceleration for the most dominant faults in relationship to the site location. We
estimated peak ground accelerations using the attenuation relationships of Sadigh, et al. (1997).
TABLE 5.1
DETERMINISTIC SITE PARAMETERS
Fault Name Distance from Site Maximum Peak Site
(miles) Earthquake Magnitude Acceleration(g)
Rose Canyon 3.3 7.2 0.53
Newport—Inglewood(Offshore) 12 7.1 0.24
Coronado Bank 18 7.6 0.20
Elsinore—Julian 28 7.1 0.09
Elsinore—Temecula 28 6.8 0.07
Earthquake Valley 41 6.5 0.03
Elsinore—Glen Ivy 42 6.8 0.04
Palos Verdes 42 7.3 0.06
San Joaquin Hills 43 6.6 0.04
We performed a site-specific probabilistic seismic hazard analysis using the computer program
FRISKSP(Blake, 1989, updated 2004). Geologic parameters not addressed in the deterministic analysis
are included in this analysis. The program operates under the assumption that the occurrence rate of
earthquakes on each mappable Quaternary fault is proportional to the fault's slip rate. The program
accounts for fault rupture length as a function of earthquake magnitude, and site acceleration estimates
are made using the earthquake magnitude and distance from the site to the rupture zone. The program
also accounts for uncertainty in each of following: (1)earthquake magnitude, (2) rupture length for a
given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given
earthquake, and (5)acceleration at the site from a given earthquake along each fault. By calculating the
expected accelerations from all considered earthquake sources,the program calculates the total average
annual expected number of occurrences of site acceleration greater than a specified value. We utilized
attenuation relationships suggested by Sadigh, et al. (1997) in the analysis. The results of the analysis
indicate that for a weighted magnitude of 7.5, there is a 10 percent probability of exceeding a site
acceleration of 0.19 g in a 50-year period. This value corresponds to a return period of approximately
475 years. For a weighted magnitude of 7.5, there is a 10 percent probability of exceeding a site
acceleration of 0.30 g in a 100-year period (949-year return period). An unweighted mean site
acceleration of 0.26 g and 0.40 g was calculated for a 10 percent probability of exceedance in 50 and
100 years, respectively.
Project No.07953-42-01 -3- April H,2008
While site accelerations is useful for comparison of potential effects of fault activity in a region, other
considerations are important in seismic design, including the frequency and duration of motion and the
soil conditions underlying the site. The seismic design of the structures should be performed in
accordance with 2007 California Building Code (CBC) guidelines currently adopted by the City of
Encinitas.
5.2 Liquefaction and Seismically Induced Settlement
Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are
cohesionless, groundwater is encountered within 50 feet of the surface, and soil relative densities are
less than about 70 percent. If four of the previous criteria are met, a seismic event could result in a
rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically
induced settlement may occur whether the potential for liquefaction exists or not. The potential for
liquefaction and seismically induced settlement occurring within the site soil is considered to be very
low due to the dense nature of the formational materials and lack of groundwater within 50 feet of the
ground surface.
5.3 Seiches and Tsunamis
Seiches are caused by the movement of an inland body of water due to the movement from seismic
forces and tsunamis are large sea waves caused by submarine earthquakes or volcano eruptions. The
site is located at an elevation of approximately 250 feet MSL and is not located near any other large
bodies of water. Therefore,there is no risk of seiches or tsunamis affecting the site.
Project No.0795342-01 _4
April 11,2008
6. CONCLUSIONS AND RECOMMENDATIONS
6.1 General
6.1.1 From a geotechnical engineering standpoint, it is our opinion the site is suitable for the
proposed development, provided the recommendations presented herein are implemented in
design and construction of the project.
6.1.2 Our field investigation indicates the site is underlain by undocumented fill and Santiago
Formation. The undocumented fill is not considered suitable for the support of compacted
fill and/or structural loads. The Santiago Formation is considered suitable for support of the
proposed development. No groundwater was encountered in our investigation.
6.1.3 The thickness of the undocumented fill soils that need to be removed and recompacted
within the modular building footprint are on the order of 7 to 9 feet. Excavation of the
undocumented fill should generally be possible with moderate effort using conventional,
heavy-duty equipment during grading and trenching operations.
6.1.4 With the exception of possible strong seismic shaking, significant geologic hazards were not
observed or are known to exist on the site that would adversely affect the proposed project.
6.1.5 The proposed structures can be supported by conventional continuous and spread footings
bearing on properly compacted fill.
6.2 Excavation and Soil Characteristics
6.2.1 The soil encountered in the field investigation is considered to be "medium expansive"
(expansion index [EI] of 90 or less) as defined by 2007 California Building Code (CBC)
Section 1802.3.2. Table 6.2 presents soil classifications based on the expansion index.
Recommendations presented herein assume the site will be graded such that soil with an EI
of 90 or less will be present to a minimum depth of 5 feet below finish grade.
TABLE 6.2
SOIL CLASSIFICATION BASED ON EXPANSION INDEX
Expansion Index(EI) Soil Classification
0-20 Very Low
21 —50 Low
51 -90 MLffigh
91 - 130 Greater Than 130 Ve
Project No.0795342-01 -5- April 11,2008
6.2.2 Excavation of the in-situ soil should be possible with moderate to heavy effort using
conventional heavy-duty equipment.
6.2.3 We performed laboratory tests on samples of the site materials to evaluate the percentage of
water-soluble sulfate content. Results from the laboratory water-soluble sulfate content tests
are presented in Appendix B and indicate that the on-site materials at the locations tested
possess "negligible" sulfate exposure to concrete structures as defined by 2007 CBC
Section 1904.3 and ACI 318. The presence of water-soluble sulfates is not a visually
discernible characteristic; therefore, other soil samples from the site could yield different
concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and
other soil nutrients)may affect the concentration.
6.2.4 We performed laboratory tests on a sample to evaluate the potential of Hydrogen (pH) and
minimum resistivity of the on-site materials encountered to evaluate the corrosion potential
to subsurface metal structures. A soil is considered corrosive if the chloride concentration is
500 part per million (ppm)or greater, sulfate concentration is 2000 ppm or greater, or the pH
is 5.5 or less according to Caltrans Corrosion Guidelines, dated September 2003. Results
indicate the pH is 7.7, minimum resistivity is 2,839 ohm-centimeters, and chloride content is
10 ppm. Based on the laboratory test results, the on-site soil has a relatively low corrosive
potential with respect to buried metals. The laboratory test results are presented in
Appendix B.
6.2.5 Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, if
improvements that could be susceptible to corrosion are planned, further evaluation by a
corrosion engineer should be performed.
6.3 Seismic Design Criteria
6.3.1 For seismic design, the site is characterized as a Site Class C based on the shallow depth to
Tertiay-age sandstone. We used the computer program Seismic Hazard Curves and Uniform
Hazard Response Spectra, provided by the USGS. Table 6.3 summarizes site-specific design
criteria obtained from the 2007 California Building Code (CBC; Based on the 2006
International Building Code [IBCJ), Chapter 16 Structural Design, Section 1613 Earthquake
Loads. The short spectral response uses a period of 0.2 second.
Project No.07953-42-01 -6- April 11,2008
TABLE 6.3
2007 CBC SEISMIC DESIGN PARAMETERS
Parameter Value IBC-06 Reference
Site Class C Table 1613.5.2
Spectral Response—Class B(short), Ss 1.340 g Figure 1613.5(3)
Spectral Response—Class B(1 sec), S, 0.503 g Figure 1613.5(4)
Site Coefficient,Fe 1.0 Table 1613.5.3(1)
Site Coefficient,F„ 1.3 Table 1613.5.3(2)
Maximum Considered Earthquake Spectral
Response Acceleration(short), Sms 1.340 g Section 1613.5.3(Eqn 16-37)
Maximum Considered Earthquake Spectral
Response Acceleration—(I sec), S,,.,i 0.654 g Section 1613.5.3 (Eqn 16-38)
5%Damped Design Spectral Response
Acceleration(short), SDS 0.893 g Section 1613.5.4(Eqn 16-39)
5%Damped Design Spectral Response
Acceleration(I sec), SD, 0.436 g Section 1613.5.4(Eqn 16-40)
6.3.2 Conformance to the criteria in Table 6.3 f6r seismic design does not constitute any kind of
guarantee or assurance that significant structural damage or ground failure will not occur if a
maximum level earthquake occurs. The primary goal of seismic design is to protect life and
not to avoid all damage, since such design may be economically prohibitive.
6.4 Grading
6.4.1 Grading should be performed in accordance with the Recommended Grading Specifications
in Appendix C. Where the recommendations of this report conflict with Appendix C, the
recommendations of this section take precedence.
6.4.2 Earthwork should be observed and compacted fill tested by representatives of Geocon
Incorporated.
6.4.3 A pre-construction conference with the owner, contractor, civil engineer, and soil engineer in
attendance should be held at the site prior to the beginning of export or shoring operations.
Special soil handling requirements can be discussed at that time.
6.4.4 Grading of the site should commence with the removal of existing structures, improvements,
vegetation, and deleterious debris. Deleterious debris, if encountered, should be exported
from the site and should not be mixed with the fill. Existing underground improvements that
Project No.0795342-01 -7- April 11,2008
will be abandoned should be removed and the resulting depressions properly backfilled in
accordance with the procedures described herein.
6.4.5 The undocumented fill is potentially compressible with non-uniform moisture and density
and should be removed to formational materials prior to placing fill soil and/or structural
loads. Prior to the placement of compacted fill, the exposed ground surface should be
scarified, moisture conditioned as necessary, and compacted.
6.4.6 Existing undocumented fill soil should be removed to at least 5 feet beyond the edge of the
proposed footings. We expect removals within the building area will be on the order of 7 to
9 feet. For the areas planned to received proposed hardscape improvements, undocumented
fill materials should be removed to a depth of at least 3 feet below subgrade elevation.
6.4.7 The actual extent of the removals should be observed by a representative of Geocon
Incorporated prior to the placement of compacted fill to check the exposed soil conditions
are similar to those expected.
6.4.8 Excavated soil generally free of deleterious debris and contamination can be placed as fill
and compacted in layers to the design finish grade elevations. Fill and backfill materials
should be placed in horizontal loose layers approximately 6 to 8 inches thick and should be
compacted to a dry density of at least 90 percent of laboratory maximum dry density near to
slightly above optimum moisture content asidetermined by ASTM D1557-02.
6.4.9 Import fill (if necessary) should consist of granular materials with a "very low" to "low"
expansion potential (EI of 50 or less), free of deleterious material or stones larger than
3 inches, and should be compacted as recommended herein. Geocon Incorporated should be
notified of the import soil source and should perform laboratory testing of import soil prior
to its arrival at the site to evaluate its suitability as fill material.
6.5 Temporary Excavations
6.5.1 Temporary slopes should be made in conformance with OSHA requirements. The existing
surficial materials should be considered Type B soil (Type C where groundwater or seepage
is encountered) and the formational materials can be considered a Type A Soil (Type B
where groundwater or seepage is encountered). In general, special shoring requirements will
not be necessary if temporary excavations will be less than 4 feet in height. Temporary
excavations greater than 4 feet in height, however, should be laid back in accordance with
OSHA requirements. These excavations should not become saturated or be allowed to dry
out. Surcharge loads should not be permitted within a distance equal to the height of the
Project No.07953-42-01 -8- April 11,2008
excavation from the top of the excavation. The top of the excavation should be a minimum
of 15 feet from the edge of existing improvements. Excavations steeper than those
recommended or closer than 15 feet from an existing surface improvement should be shored
in accordance with applicable OSHA codes and regulations.
6.6 Foundations and Concrete Slabs-on-Grade
6.6.1 The proposed modular building can be supported on a conventional shallow foundation
system bearing on properly compacted fill. Foundations should consist of continuous strip
footings and/or isolated spread footings. Continuous footings should be at least 12 inches
wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings
should have a minimum width and depth of 18 inches. Steel reinforcement for continuous
footings should consist of at least four No. 4 steel reinforcing bars placed horizontally in the
footings; two near the top and two near the bottom. Steel reinforcement for the spread
footings should be designed by the project structural engineer. A wall/column footing
dimension detail is presented on Figure 3.
6.6.2 The minimum reinforcement recommended above is based on soil characteristics only (El of
90 or less)and is not intended to replace reinforcement required for structural considerations.
6.6.3 Foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per
square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third
for transient loads due to wind or seismic forces. The estimated maximum total and
differential settlement for the planned structures due to foundation loads is I inch and
'/z inch, respectively.
6.6.4 Concrete slabs-on-grade for the modular building should be at least 4 inches thick and be
reinforced with No. 3 steel reinforcing bars at 18 inches on center in both horizontal
directions. Concrete slabs on grade should be underlain by 2 inches of clean sand to reduce
the potential for differential curing, slab curl, and cracking. Slabs that may receive moisture-
sensitive floor coverings or may be used to store moisture-sensitive materials should be
underlain by a vapor inhibitor covered with at least 2 inches of clean sand or crushed rock. The
vapor inhibitor should meet or exceed the requirements of ASTM E 1745-97 (Class A), and
exhibit permeance not greater than 0.012 perm (measured in accordance with ASTM
E 96-95. This vapor inhibitor may be placed directly on finish pad grade. The vapor inhibitor
should be installed in general conformance with ASTM E 1643-98 and the manufacturer's
recommendations. Floor coverings should be installed in accordance with the manufacturer's
recommendations.
Project No.07953-42-01 -9- April H,2008
6.6.5 The concrete slab-on-grade recommendations are based on soil support characteristics only.
The project structural engineer should evaluate the structural requirements of the concrete
slabs for supporting equipment and storage loads.
6.6.6 Special subgrade presaturation is not deemed necessary prior to placing concrete; however,
the exposed foundation and slab subgrade soil should be moisture conditioned, as necessary,
to maintain a moist condition as would be expected in any such concrete placement.
6.6.7 Exterior concrete flatwork not subject to vehicular traffic should be a minimum of 4 inches
thick and when in excess of 8 feet square should be reinforced with
6 x 6- W2.9/W2.9(6 x 6-6/6) welded wire mesh to reduce the potential for cracking. In
addition, concrete flatwork should be provided with crack-control joints to reduce and/or
control shrinkage cracking. Crack-control spacing should be determined by the project
structural engineer based upon the slab thickness and intended usage. Criteria of the
American Concrete Institute (ACI) should be taken into consideration when establishing
crack-control spacing. Subgrade soil for exterior slabs not subjected to vehicle loads should
be compacted in accordance with criteria presented in the grading section.
6.6.8 The recommendations presented herein are intended to reduce the potential for cracking of
slabs and foundations as a result of differential movement. However, even with the
incorporation of the recommendations presented herein, foundations and slabs-on-grade will
still crack. The occurrence of concrete shrinkage cracks is independent of the soil supporting
characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of
the concrete, the use of crack-control joints and by proper concrete placement and curing.
Crack-control joints should be spaced at intervals no greater than 12 feet. Literature provided
by the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present
recommendations for proper concrete mix, construction and curing practices, and should be
incorporated into project construction.
6.6.9 Foundation excavations should be observed by a representative of Geocon Incorporated prior
to the placement of reinforcing steel to check that the exposed soil conditions are similar to
those expected and that they have been extended to the appropriate bearing strata. If
unexpected soil conditions are encountered, foundation modifications may be required.
6.7 Retaining Walls
6.7.1 Retaining walls that are allowed to rotate more than 0.001H (where H equals the height of
the retaining portion of the wall) at the top of the wall and having a level backfll surface
should be designed for an active soil pressure equivalent to the pressure exerted by a fluid
Project No.07953-42-01 - 10- April 11,2008
density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at 2:1
(horizontal:vertical), an active soil pressure of 50 pcf is recommended. Soil with an
expansion index (EI) of greater than 50 should not be used as backfill material behind
retaining walls. Stockpiling of silty sand may be necessary to achieve the necessary backfill
criteria. If an insufficient amount of low-expansive soils are available on site, import of soil
with an EI of less than 50 will be required.
6.7.2 Where walls are restrained from movement at the top, an additional uniform pressure of 7H
psf should be added to the above active soil pressure. For retaining walls subject to vehicular
loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent
to 2 feet of fill soil should be added.
6.7.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup
of hydrostatic forces and waterproofed as required by the project architect. The use of
drainage openings through the base of the wall (weep holes) is not recommended where the
seepage could be a nuisance or otherwise adversely affect the property adjacent to the base
of the wall. The above recommendations assume a properly compacted granular(EI of 50 or
less) free-draining backfill material with no hydrostatic forces or imposed surcharge load.
Figure 4 presents a typical retaining wall drainage detail. If conditions different than those
described are expected, or if specific drainage details are desired, Geocon Incorporated
should be contacted for additional recommendations.
6.8 Lateral Loading
6.8.1 To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of
300 pounds per cubic foot (pcf) should be used for the design of footings or shear keys
poured neat formational materials. The allowable passive pressure assumes a horizontal
surface extending at least 5 feet, or three times the surface generating the passive pressure,
whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or
pavement should not be included in design for passive resistance.
6.8.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil
and concrete of 0.35 should be used for design.
6.9 Site Drainage and Moisture Protection
6.9.1 Adequate site drainage is critical to reduce the potential for differential soil movement,
erosion and subsurface seepage. Under no circumstances should water be allowed to pond
adjacent to footings. The site should be graded and maintained such that surface drainage is
directed away from structures in accordance with 2007 CBC 1803.3 or other applicable
Project No.0795342-01 - 1 1 - April 11,2008
standards. In addition, surface drainage should be directed away from the top of slopes into
swales or other controlled drainage devices. Roof and pavement drainage should be directed
into conduits that carry runoff away from the proposed structure.
6.9.2 In the case of building walls retaining landscaping areas, a water-proofing system should be
used on the wall and joints, and a Miradrain drainage panel (or similar) should be placed
over the waterproofing. The project architect or civil engineer should provide detailed
specifications on the plans for all waterproofing and drainage.
6.9.3 Underground utilities should be leak free. Utility and irrigation lines should be checked
periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil
movement could occur if water is allowed to infiltrate the soil for prolonged periods of time.
6.9.4 Landscaping planters adjacent to paved areas are not recommended due to the potential for
surface or irrigation water to infiltrate the pavement's subgrade and base course. Area drains
should be used to collect excess irrigation water and transmit it to drainage structures. As an
alternative, impervious above-grade planter boxes can be used. In addition, where
landscaping is planned adjacent to the pavement, we recommend construction of a cutoff
wall along the edge of the pavement that extends at least 6 inches below the bottom of the
base material.
6.10 Grading and Foundation Plan Review
6.10.1 Geocon Incorporated should review the grading plans and foundation plans for the project
prior to final design submittal to determine whether additional analysis and/or
recommendations are required.
Project No.07953-42-01 - 12- April 11,2008
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The firm that performed the geotechnical investigation for the project should be retained to
provide testing and observation services during construction to provide continuity of
geotechnical interpretation and to check that the recommendations presented for geotechnical
aspects of site development are incorporated during site grading, construction of
improvements, and excavation of foundations. If another geotechnical firm is selected to
perform the testing and observation services during construction operations, that firm should
prepare a letter indicating their intent to assume the responsibilities of project geotechnical
engineer of record. A copy of the letter should be provided to the regulatory agency for their
records. In addition, that firm should provide revised recommendations concerning the
geotechnical aspects of the proposed development, or a written acknowledgement of their
concurrence with the recommendations presented in our report. They should also perform
additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record.
2. The recommendations of this report pertain only to the site investigated and are based upon the
assumption that the soil conditions do not deviate from those disclosed in the investigation. If
any variations or undesirable conditions are encountered during construction, or if the
proposed construction will differ from that anticipated herein, Geocon Incorporated should be
notified so that supplemental recommendations can be given. The evaluation or identification
of the potential presence of hazardous or corrosive materials was not part of the scope of
services provided by Geocon Incorporated.
3. This report is issued with the understanding that it is the responsibility of the owner or his
representative to ensure that the information and recommendations contained herein are
brought to the attention of the architect and engineer for the project and incorporated into the
plans, and that the necessary steps are taken to see that the contractor and subcontractors carry
out such recommendations in the field.
4. The findings of this report are valid as of the present date. However, changes in the conditions
of a property can occur with the passage of time, whether they be due to natural processes or
the works of man on this or adjacent properties. In addition, changes in applicable or
appropriate standards may occur, whether they result from legislation or the broadening of
knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore, this report is subject to review and should not be relied
upon after a period of three years.
Project No.07953-42-01 April 11,2008
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SOURCE: 2007 THOMAS BROTHERS MAP
SAN DIEGO COUNTY,CALIFORNIA
"MAP®RAND MCNALLY,R.L.07-S-62,REPRODUCED WITH PERMISSION.
IT IS UNLAWFUL TO COPY OR REPRODUCE ALL OR ANY PART THEREOF, NO SCALE
WHETHER FOR PERSONAL USE OR RESALE,WITHOUT PERMISSION"
GEOCON VICINITY MAP
INCORPORATED (
SUNSET HIGH SCHOOL MODULAR BUILDING
GEOTECHNICAL CONSULTANTS 684 REQUEZA STREET
6960 FLANDERS DRIVE-SAN DIEGO,CALIFORNIA 92121-2974
PHONE 858 558-6900-FAX 858 558-6159 ENCINITAS, CALIFORNIA
NNB/RA DSK/GTYPD DATE 04-11 -2008 PROJECT NO. 07953-42-01 FIG. 1
VKn;ly lMp
WALL FOOTING
CONCRETE SLAB
•e .
SAND---- ' �\ f PAD GRADE
MOISTURE INHIBITOR _
(WHERE REQUIRED) \ �.a •. \ F a
• ° Q \ O W
\ e •° OD
LL
FOOTING'
WIDTH
COLUMN FOOTING
CONCRETE SLAB
e
d '° •. a -4 n v • •.
s t
•• r 40 d °°•
SAND —�'r •° e;
4 d. °. • • 4 .././.
MOISTURE INHIBITOR t, �..° •p
(WHERE REQUIRED) ?h= 3 °•° e•
e. ° •• ��•
FOOTING WIDTH'
*....SEE REPORT FOR FOUNDATION WITDH AND DEPTH RECOMMENDATION
NO SCALE
-WALL/COLUMN FOOTING DIMENSION DETAIL
GEOCON
INCORPORATED GO) SUNSET HIGH SCHOOL MODULAR BUILDING
GEOTECHNICAL CONSULTANTS 684 REQUEZA STREET
6960 FLANDERS DRIVE-SAN DIEGO,CALIFORNIA 92121-2974 ENCINITAS, CALIFORNIA
PHONE 858 558-6900-FAX 858 558-6159
NNB/RA DSK/GTYPD DATE 04-11 -2008 PROJECT NO. 07953-42-01 FIG.3
Y:/R1tTFMP/1 AUTOCAD PLATE TEMPLA.TE/1_DETAIUCOLUAW FOOTRJG/COLFOOT2DWG
GROUND SURFACE
CONCRETE
BROWDITCH
PROPOSED
RETAINING WALL
PROPERLY
COMPACTED �r—TEMPORARY BACKCUT
p• BACKFILL PER OSHA
G
2/3 H n MIRAFI 140N FILTER FABRIC
(OR EQUIVALENT)
+ OPEN GRADED
GROUND SURFACE I 1'MAX.AGGREGATE
1'
FOOTING 4'DIA.PERFORATED SCHEDULE
40 PVC PIPE EXTENDED TO
APPROVED OUTLET
tY
GROUND SURFACE
CONCRETE
BROWDITCH l
RETAINING WATER PROOFING
WALL PER ARCHITECT
DRAINAGE PANEL(MIRADRAIN 6000
OR EQUIVALENT)
2/3 H
12' 3/4'CRUSHED ROCK
(1 CUI FT./FT.)
—— FILTER FABRIC ENVELOPE
PROPOSED MIRAFI 14ON OR EQUIVALENT
GRADE\ 4•DIA.SCHEDULE 40 PERFORATED
"�\ I PVC PIPE OR APPROVED TOTAL DRAIN
FOOTI EXTENDED TO APPROVED OUTLET
NG
NOTE:
DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET
OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING
NO SCALE
TYPICAL RETAINING WALL DRAIN DETAIL
GEOCON SUNSET HIGH SCHOOL MODULAR BUILDING
INCORPORATED (
GEOTECHNICAL CONSULTANTS 684 REQUEZA STREET
6960 FLANDERS DRIVE-SAN DIEGO,CALIFORNIA 92121-2974 ENCINITAS, CALIFORNIA
PHONE 858 558-6900-FAX 858 558-6159
NNB/RA DSK/GTYPD DATE 04-11 -2008 f PROJECT NO. 07953-42-01 FIG.4
Y:/RLTEMP/I AUTOCAD PLATE TEMPLATE/MAPJRETANING WALL DRANAGE/RET WALL DRAIN DETAILS 2DWG
APPENDIX
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S'.
APPENDIX A
FIELD INVESTIGATION
Fieldwork for our investigation included geologic mapping, subsurface exploration, and soil sampling.
The locations of the exploratory borings are depicted on the Site Plan/Geologic Map, Figure 2. Boring
logs and an explanation of the geologic units encountered are presented in the figures following the text
in this appendix. We located the exploratory borings in the field using a measuring tape and existing
reference points. Therefore, actual boring locations may deviate slightly.
We performed the subsurface exploration on March 7, 2008 and consisted of drilling 2, small-diameter
borings. The borings extended to a maximum depth of approximately 16 feet using an Ingersol Rand A-
300, truck-mounted drill rig equipped with 8-inch diameter hollow stem augers.
We obtained samples during our subsurface exploration consisting of in-situ, driven samples and
disturbed, bulk samples. We used a steel Modified California Sampler to obtain in-situ samples. The
Modified California sampler has an inside diameter of 2.5 inches and an outside diameter of 3 inches.
Up to 18 rings are placed inside the sampler that are 2.4 inches in diameter and I inch in height. We
obtained ring samples at appropriate intervals, placed them in moisture tight containers, and
transported them to the laboratory for testing. We also obtained bulk samples for laboratory testing.
The type of sample is noted on the exploratory boring logs following the text in this appendix.
Project No.0795342-01 April 11,2008
PROJECT NO. 07953-42-01
BORING B 1
DEPTH U' Q SOIL O W^ •e
IN SAMPLE OJ F U Z
FEET NO- Z CLASS ELEV. (MSL.) 248' DATE COMPLETED 03-07-2008 � S o v �Z
� (USCS)
._, O4; W co O r a O z
EQUIPMENT IR A-300 BY:N.N.BORJA a m o O
0 MATERIAL DESCRIPTION
BI-1 SC UNDOCUMENTED FELL
Loose,damp,brown to dark brown and olive brown,Clayey,fine to medium
2 , SAND;trace gravel;little asphalt concrete debris;trace rootlets
B1-2
-Becomes medium dense
43 115.2 3.8
SM Medium dense,damp,tan brown to light yellowish brown,Silty,fine to
B1-3 medium SAND;trace gravel
6 B14 28 102.4 5.5
8
:�:•a:•�• SM SANTIAGO FORMATION
10 : J ° ° Very dense,damp,mottled yellowish brown and olive brown,Silty,fine-to
B1-5 •t• �:�°
•° medium-grained SANDSTONE;trace manganese oxides;weakly cemented 50/3" 109.5 5.0
BI-6 X.. :K
12
14
B1-7 -Becomes mottled olive brown and reddish brown
16 76/11" 106.5 8.7
BORING TERMINATED AT 16 FEET
No groundwater encountered
Backfilled with cuttings/bentonite chips
I
i
Figure A-1, 0795342-01.GPJ
Log of Boring B 1, Page 1 of 1
SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL U ..STANDARD PENETRATION TEST ...DRIVE SAMPLE(UNDISTURBED)
®...DISTURBED OR BAG SAMPLE Q ...CHUNK SAMPLE 1 ...WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
PROJECT NO. 07953-42-01
} BORING B 2 Z }
DEPTH 0 Q SOIL 0 LZ) !Z
IN SAMPLE q 0 CLASS Q Q Z LL I.-
FEET NO. (uscs) ELEV.(MSL.) 247' DATE COMPLETED 03-07-2008 o U)Z
O uj�0 >a Oz
EQUIPMENT IR A-300 BY:N.N.BORJA a m o M 0
0 MATERIAL DESCRIPTION
112-1 SC UNDOCUMENTED FILL
Loose to medium dense,damp,brown to dark brown and reddish brown,
2 / Clayey,fine to medium SAND;trace gravel and cobbles up to 2"in diameter;
trace rootlets
132-2 �. 15 107.8 6.6
4
�j
L _ _________ _____
B2-3 ��. I SM Medium dense,damp,tan brown to light yellowish brown,Silty,fine to ——— —18 106.0 6.2
6 medium SAND;trace gravel
8
:'�'•J':�: SM SANTIAGO FORMATION
10 B2-4 Very dense,damp,mottled yellowish brown and olive brown,Silty,fine-to
' �•�•;r; medium-grained SANDSTONE;trace manganese oxides;weakly cemented 50/4" 104.9 5.3
12
14
r -Becomes mottled olive brown and reddish brown
B2-5
76 116.0
16 11.1
BORING TERMINATED AT 16 FEET
No groundwater encountered
Backfilled with cuttings/bentonite chips
Figure A-2, 0795342-01.GPJ
Log of Boring B 2, Page 1 of 1
SAMPLE SYMBOLS D SAMPLING UNSUCCESSFUL U...STANDARD PENETRATION TEST ._DRIVE SAMPLE(UNDISTURBED)
® _.DISTURBED OR BAG SAMPLE ❑ .. CHUNK SAMPLE 1 _ WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT
IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES.
GEOCON
F.
� ytti
j3..
APPENDIX :
Or
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t
APPENDIX B
LABORATORY TESTING
We performed laboratory tests in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM) or other suggested procedures. We tested selected samples for
their in-place dry density and moisture content, maximum dry density and optimum moisture content,
shear strength, expansion index, soluble sulfate characteristics, pH and resistivity, and chloride content
characteristics. The results of our laboratory tests are presented on Tables B-I through B-V. In addition,
the in-place dry density and moisture content results are presented on the exploratory boring logs.
TABLE B-I
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND
OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D 1557-02
Maximum Optimum Moisture
Sample No. Description Dry Density Content(%dry
(Pc') wt.)
BI-] Brown,Clayey, fine to medium SAND;trace gravel 1 125.6 1 10.3
TABLE B-II
SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS
ASTM D 3080-04
Dry Density Moisture Content (%) Unit Cohesion Angle of
Sample No.
(Pcf) Initial Final (Psf) Shear Resistance
(degrees)
BI-1 110.4 12.6 20.0 500 26
132-3 106.0 6.2 15.8 575 30
TABLE B-III
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
ASTM D 4829-03
(%)
Sample No. Moisture Content Dry Density Expansion 2007 CBC
Before Test After Test (Pcf) Index Classification
BI-] 11.5 22.4 108.8 73 Medium
t
Project No.07953-42-01 -B-I - April 11,2008
TABLE B-IV
SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS
CALIFORNIA TEST NO.417
Sample No. Water-Soluble Sulfate(%) Classification
132-1 0.002 Negligible
TABLE B-V
SUMMARY OF LABORATORY POTENTIAL OF
HYDROGEN (pH), RESISTIVITY, AND CHLORIDE TEST RESULTS
CALIFORNIA TEST NO. 643 AND AASHTO T291-94
Sample No. pH Minimum Resistivity Chloride Content
(ohm-centimeters) (ppm)
132-1 7.7 2839
10
Project No.07953-42-01 -B-2- April 11,2008
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APPENDIX
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1
4i
APPENDIX C
RECOMMENDED GRADING SPECIFICATIONS
FOR
SUNSET HIGH SCHOOL
MODULAR BUILDING
684 REQUEZA STREET
ENCINITAS, CALIFORNIA
PROJECT NO. 07953-42-01
RECOMMENDED GRADING SPECIFICATIONS
1. GENERAL
1.1 These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The
recommendations contained in the text of the Geotechnical Report are a part of the
earthwork and grading specifications and shall supersede the provisions contained
hereinafter in the case of conflict.
1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be
employed for the purpose of observing earthwork procedures and testing the fills for
substantial conformance with the recommendations of the Geotechnical Report and these
specifications. The Consultant should provide adequate testing and observation services so
that they may assess whether, in their opinion, the work was performed in substantial
conformance with these specifications. It shall be the responsibility of the Contractor to
assist the Consultant and keep them apprised of work schedules and changes so that
personnel may be scheduled accordingly.
1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture
condition, inadequate compaction, adverse weather, result in a quality of work not in
conformance with these specifications, the Consultant will be empowered to reject the
work and recommend to the Owner that grading be stopped until the unacceptable
conditions are corrected.
2. DEFINITIONS
2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading
work is being performed and who has contracted with the Contractor to have grading
performed.
2.2 Contractor shall refer to the Contractor performing the site grading work.
2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer
or consulting firm responsible for preparation of the grading plans, surveying and verifying
as-graded topography.
GI rev. 10106
2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm
retained to provide geotechnical services for the project.
2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner,
who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be
responsible for having qualified representatives on-site to observe and test the Contractor's
work for conformance with these specifications.
2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained
by the Owner to provide geologic observations and recommendations during the site
grading.
2.7 Geotechnical Report shall refer to a soil report(including all addenda) which may include
a geologic reconnaissance or geologic investigation that was prepared specifically for the
development of the project for which these Recommended Grading Specifications are
intended to apply.
3. MATERIALS
3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or
imported to the site that, in the opinion of the Consultant, is suitable for use in construction
of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as
defined below.
3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12
inches in maximum dimension and containing at least 40 percent by weight of
material smaller than 3/a inch in size.
3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4
feet in maximum dimension and containing a sufficient matrix of soil fill to allow
for proper compaction of soil fill around the rock fragments or hard lumps as
specified in Paragraph 6.2. Oversize rock is defined as material greater than 12
inches.
3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet
in maximum dimension and containing little or no fines. Fines are defined as
material smaller than 3/s inch in maximum dimension. The quantity of fines shall be
less than approximately 20 percent of the rock fill quantity.
GI rev. 10/06
3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the
Consultant shall not be used in fills.
3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as
defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9
and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall
not be responsible for the identification or analysis of the potential presence of hazardous
materials. However, if observations, odors or soil discoloration cause Consultant to suspect
the presence of hazardous materials, the Consultant may request from the Owner the
termination of grading operations within the affected area. Prior to resuming grading
operations, the Owner shall provide a written report to the Consultant indicating that the
suspected materials are not hazardous as defined by applicable laws and regulations.
3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of
properly compacted soil fill materials approved by the Consultant. Rock fill may extend to
the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil
layer no thicker than 12 inches is track-walked onto the face for landscaping purposes.This
procedure may be utilized provided it is acceptable to the governing agency, Owner and
Consultant. `
3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the
Consultant to determine the maximum density, optimum moisture content, and, where
appropriate, shear strength,expansion, and gradation characteristics of the soil.
3.6 During grading, soil or groundwater conditions other than those identified in the
Geotechnical Report may be encountered-by the Contractor. The Consultant shall be
notified immediately to evaluate the significance of the unanticipated condition
4. CLEARING AND PREPARING AREAS TO BE FILLED
4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of
complete removal above the ground surface of trees, stumps, brush, vegetation, man-made
structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried
logs and other unsuitable material and shall be performed in areas to be graded. Roots and
other projections exceeding 1'/x inches in diameter shall be removed to a depth of 3 feet
below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to
provide suitable fill materials.
G1 rev. 10/06
4.2 Any asphalt pavement material removed during clearing operations should be properly
disposed at an approved off-site facility. Concrete fragments that are free of reinforcing
steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3
of this document.
4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or
porous soils shall be removed to the depth recommended in the Geotechnical Report. The
depth of removal and compaction should be observed and approved by a representative of
the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth
of 6 inches and until the surface is free from uneven features that would tend to prevent
uniform compaction by the equipment to be used.
4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or
where recommended by the Consultant, the original ground should be benched in
accordance with the following illustration.
TYPICAL BENCHING DETAIL
Finish Grade Original Ground
2
�1
Finish Slope Surface
Remove All
Unsuitable Material
As Recommended By
Consultant Slope Be Such That —�
Sloughing Or Sliding
Does Not Occur Varies
I
See Note 1 See Note 2
No Scale
DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit
complete coverage with the compaction equipment used. The base of the key should
be graded horizontal,or inclined slightly into the natural slope.
(2) The outside of the key should be below the topsoil or unsuitable surficial material
and at least 2 feet into dense formational material. Where hard rock is exposed in the
bottom of the key, the depth and configuration of the key may be modified as
approved by the Consultant.
GI rev. 10/06
4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture
conditioned to achieve the proper moisture content, and compacted as recommended in
Section 6 of these specifications.
5. COMPACTION EQUIPMENT
5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of
acceptable compaction equipment. Equipment shall be of such a design that it will be
capable of compacting the soil or soil-rock fill to the specified relative compaction at the
specified moisture content.
5.2 Compaction of rock fills shall be performed in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with
the following recommendations:
6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock
materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM D 1557-02.
6.1.3 When the moisture content of soil fill is below that specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
specified.
6.1.4 When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction,the soil fill shall be aerated by
the Contractor by blading/mixing, or other satisfactory methods until the moisture
content is within the range specified.
Gl rev. 10/06
6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place
dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance with ASTM D 1557-02. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so that
the specified minimum relative compaction has been achieved throughout the
entire fill.
6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed
at.least 3 feet below finish pad grade and should be compacted at a moisture
content generally 2 to 4 percent greater than the optimum moisture content for the
material.
6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To
achieve proper compaction, it is recommended that fill slopes be over-built by at
least 3 feet and then cut to the design grade. This procedure is considered
preferable to track-walking of slopes, as described in the following paragraph.
6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a
heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height
intervals. Upon completion, slopes should then be track-walked with a D-8 dozer
or similar equipment, such that a dozer track covers all slope surfaces at least
twice.
6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance
with the following recommendations:
6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be
incorporated into the compacted soil fill, but shall be limited to the area measured
15 feet minimum horizontally from the slope face and 5 feet below finish grade or
3 feet below the deepest utility, whichever is deeper.
6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be
individually placed or placed in windrows. Under certain conditions, rocks or rock
fragments up to 10 feet in maximum dimension may be placed using similar
methods. The acceptability of placing rock materials greater than 4 feet in
maximum dimension shall be evaluated during grading as specific cases arise and
shall be approved by the Consultant prior to placement.
GI rev. 10/06
6.2.3 For individual placement, sufficient space shall be provided between rocks to allow
for passage of compaction equipment.
6.2.4 For windrow placement, the rocks should be placed in trenches excavated in
properly compacted soil fill. Trenches should be approximately 5 feet wide and
4 feet deep in maximum dimension. The voids around and beneath rocks should be
filled with approved granular soil having a Sand Equivalent of 30 or greater and
should be compacted by flooding. Windrows may also be placed utilizing an
"open-face" method in lieu of the trench procedure, however, this method should
first be approved by the Consultant.
6.2.5 Windrows should generally be parallel to each other and may be placed either
parallel to or perpendicular to the face of the slope depending on the site geometry.
The minimum horizontal spacing for windrows shall be 12 feet center-to-center
with a 5-foot stagger or offset from lower courses to next overlying course. The
minimum vertical spacing between windrow courses shall be 2 feet from the top of
a lower windrow to the bottom of the next higher windrow.
6.2.6 Rock placement, fill placement and flooding of approved granular soil in the
windrows should be continuously observed by the Consultant.
6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with
the following recommendations:
6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2
percent). The surface shall slope toward suitable subdrainage outlet facilities. The
rock fills shall be provided with subdrains during construction so that a hydrostatic
pressure buildup does not develop. The subdrains shall be permanently connected
to controlled drainage facilities to control post-construction infiltration of water.
6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock
trucks traversing previously placed lifts and dumping at the edge of the currently
placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the
rock. The rock fill shall be watered heavily during placement. Watering shall
consist of water trucks traversing in front of the current rock lift face and spraying
water continuously during rock placement. Compaction equipment with
compactive energy comparable to or greater than that of a 20-ton steel vibratory
roller or other compaction equipment providing suitable energy to achieve the
GI rev. 10/06
required compaction or deflection as recommended in Paragraph 6.3.3 shall be
utilized. The number of passes to be made should be determined as described in
Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional
rock fill lifts will be permitted over the soil fill.
6.3.3 Plate bearing tests, in accordance with ASTM D 1196-93, may be performed in
both the compacted soil fill and in the rock fill to aid in determining the required
minimum number of passes of the compaction equipment. If performed, a
minimum of three plate bearing tests should be performed in the properly
compacted soil fill (minimum relative compaction of 90 percent). Plate bearing
tests shall then be performed on areas of rock fill having two passes, four passes
and six passes of the compaction equipment, respectively. The number of passes
required for the rock fill shall be determined by comparing the results of the plate
bearing tests for the soil fill and the rock fill and by evaluating the deflection
variation with number of passes. The required number of passes of the compaction
equipment will be performed as necessary until the plate bearing deflections are
equal to or less than that determined for the properly compacted soil fill. In no case
will the required number of passes be less than two.
6.3.4 A representative of the Consultant should be present during rock fill operations to
observe that the minimum number of "passes" have been obtained, that water is
being properly applied and that specified procedures are being followed.The actual
number of plate bearing tests will be determined by the Consultant during grading.
6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that,
in their opinion, sufficient water is present and that voids between large rocks are
properly filled with smaller rock material. In-place density testing will not be
required in the rock fills.
6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil
fill material, a 2-foot layer of graded filter material shall be placed above the
uppermost lift of rock fill. The need to place graded filter material below the rock
should be determined by the Consultant prior to commencing grading. The
gradation of the graded filter material will be determined at the time the rock fill is
being excavated. Materials typical of the rock fill should be submitted to the
Consultant in a timely manner, to allow design of the graded filter prior to the
commencement of rock fill placement.
6.3.7 Rock fill placement should be continuously observed during placement by the
Consultant.
GI rev. 10/06
7. OBSERVATION AND TESTING
7.1 The Consultant shall be the Owner's representative to observe and perform tests during
clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in
vertical elevation of soil or soil-rock fill should be placed without at least one field density
test being performed within that interval. In addition, a minimum of one field density test
should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and
compacted.
7.2 The Consultant should perform a sufficient distribution of field density tests of the
compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill
material is compacted as specified. Density tests shall be performed in the compacted
materials below any disturbed surface. When these tests indicate that the density of any
layer of fill or portion thereof is below that specified, the particular layer or areas
represented by the test shall be reworked until the specified density has been achieved.
7.3 During placement of rock fill, the Consultant should observe that the minimum number of
passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant
should request the excavation of observation pits and may perform plate bearing tests on
the placed rock fills. The observation pits will be excavated to provide a basis for
expressing an opinion as to whether the rock fill is properly seated and sufficient moisture
has been applied to the material. When observations indicate that a layer of rock fill or any
portion thereof is below that specified, the affected layer or area shall be reworked until the
rock fill has been adequately seated and sufficient moisture applied.
7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of
rock fill placement. The specific design of the monitoring program shall be as
recommended in the Conclusions and Recommendations section of the project
Geotechnical Report or in the final report of testing and observation services performed
during grading.
7.5 The Consultant should observe the placement of subdrains, to verify that the drainage
devices have been placed and constructed in substantial conformance with project
specifications.
7.6 Testing procedures shall conform to the following Standards as appropriate:
GI rev. 10/06
7.6.1 Soil and Soil-Rock Fills:
7.6.1.1 Field Density Test, ASTM D 1556-02, Density of Soil In-Place By the
Sand-Cone Method.
7.6.1.2 Field Density Test, Nuclear Method, ASTM D 2922-01, Density of Soil
and Soil-Aggregate In-Place by Nuclear Methods(Shallow Depth).
7.6.1.3 Laboratory Compaction Test, ASTM D 1557-02, Moisture-Density
Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound
Hammer and 18-Inch Drop.
7.6.1.4. Expansion Index Test,ASTM D 4829-03, Expansion Index Test.
7.6.2 Rock Fills
7.6.2.1 Field Plate Bearing Test, ASTM D 1196-93 (Reapproved 1997)
Standard Method for Nonreparative Static Plate Load Tests of Soils and
Flexible Pavement Components, For Use in Evaluation and Design of
Airport and Highway Pavements.
8. PROTECTION OF WORK
8.1 During construction, the Contractor shall properly grade all excavated surfaces to provide
positive drainage and prevent ponding of water. Drainage of surface water shall be
controlled to avoid damage to adjoining properties or to finished work on the site. The
Contractor shall take remedial measures to prevent erosion of freshly graded areas until
such time as permanent drainage and erosion control features have been installed. Areas
subjected to erosion or sedimentation shall be properly prepared in accordance with the
Specifications prior to placing additional fill or structures.
8.2 After completion of grading as observed and tested by the Consultant, no further
excavation or filling shall be conducted except in conjunction with the services of the
Consultant.
GI rev. 10/06
9. CERTIFICATIONS AND FINAL REPORTS
9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil
Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of
elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot
horizontally of the positions shown on the grading plans. After installation of a section of
subdrain, the project Civil Engineer should survey its location and prepare an as-built plan
of the subdrain location. The project Civil Engineer should verify the proper outlet for the
subdrains and the Contractor should ensure that the drain system is free of obstructions.
9.2 The Owner is responsible for furnishing a final as-graded soil and geologic report
satisfactory to the appropriate governing or accepting agencies. The as-graded report
should be prepared and signed by a California licensed Civil Engineer experienced in
geotechnical engineering and by a California Certified Engineering Geologist, indicating
that the geotechnical aspects of the grading were performed in substantial conformance
with the Specifications or approved changes to the Specifications.
G1 rev. 10/06
LIST OF REFERENCES
1. Anderson, J. G., T. K. Rockwell, and D. C. Agnew, Past and Possible Future Earthquakes of
Significance to the San Diego Region: Earthquake Spectra, 1989, v.5, no. 2, p.299-333.
2. Blake, T. F., EQFAULT, A Computer Program for the Deterministic Prediction of Peak
Horizontal Acceleration from Digitized California Faults, User's Manual, 1989a, p. 79
(Revised 2000).
3. Blake, T. F., FRISKSP, A Computer Program for the Probabilistic Estimation of Peak
Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, User's
Manual, 1989a(Revised 2000).
4. Blake, T. F., UBCSEIS, A Computer Program for the Estimation of Uniform Building
Coefficients Using 3-D Fault Sources, Users Manual, 1989a, p. 79(Revised 2000).
5. Geology and Mineral Resources of San Diego County, California, California Division of
Mines and Geology Publication, 1963.
6. Lindvall, S. C., T. K. Rockwell, and C. E. Lindvall, The Seismic Hazard of San Diego
Revised.- New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault
Zone: Proceedings of the Fourth U.S. National Conference on Earthquake Engineering, 1990,
p 11.
7. Rockwell, T. K., S. C. Lindvall, C. K. Haraden, K. Hirabayashi, and E. Baker, Minimum
Holocene Slip Rate for the Rose Canyon Fault in San Diego, California, Environmental
Perils, San Diego region, ed. P. L. Abbott and W. J. Elliot, 1991, p. 37-46., San Diego
Association of Geologists.
8. Sadigh, et al. (1997), Attenuation relationships for Shallow Crustal Earthquakes Based on
California Strong Motion Data, Seismological Research Letters, Vol. 68, No. 1, January/
February, pp. 180-189.
9. United States Geological Survey, 7.5 Minute Quadrangle Series Encinitas Quadrangle, 1967,
photo revised 1975.
10. Site Plan for Modular Building—Sunset High School,prepared by RNT Architects, undated.
Project No.07953-42-01
April 11,2008
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