HomeMy WebLinkAbout2908 CANDIL PL; ; 79-5156; Permit''g .-£
— Z
z3n
APPLICANT TOMATION WITH!EPARTMENTT(714) 438-5525-BUILDING OON & PERMAVENUE| } CITY OF CARLSBAD-LICENSED CONTRACTOR'S DECLARATION MC(- RA, , pfviKiT pew nwi v APPLICATI hereby affirm that I am licensed under provl- Ubt BALL rUIN 1 KtNUINLY 12QO ELMslons of Chapter 9 (commencing with SectionN*
! ?I ^°
i tJS v$x
^N
•^
LO
LO
rH
DATE OF APPLICATION11-16-/9lO —cc
-NO. JOB ADDRESS2i9Q6iC&ndiii Pilac^ i t i i i i i i i i i i isions Coda, and my license Is In full force and ef-fect.STATE LICENSE349356,PRIME CONTRACTORNikola Bod j anacOWNER OWNER'S PHONEBod j anac, GeorgeCONTRACTOR'SPHONE^7-QflfiRCONTRACTOR'S ADDRESS1442 Durangoinno
ER'S MAILING ADDRESS42 nuranao. L. A. 9Cz ^
* r-o STATE LICENSEDESIGNERWrant, Klinge£
rfl
o -!^s^;
SN:<^s*
in —
K°l -s^u
3^-V?BLOCK 1 SUBDIVISION1 CT 75-43^DESCRIPTION OF WORKNot Vrid Unless Mtdtiat drtiHtdDESIGNER'S PHONEDESIGNER'S ADDRESS>
C
4-
U
C\
CC
C.
+u.
c
&.o:
i NUMBER OF STORIESPARKING SPACERES. UNITS9WMOZUJu
D
QX<-1
0.
<fl
CENSUS TRACTV
/
\
1
f
Q<O-1
Ooo
TYPE CONSTft
a
X<j0.STANDARD PLAN »D.IS
Ouo
UJinD
ooJm
d
t ^
•^0a_i
*OWNER-BUILDER DECLARATIONDl hereby affirm that 1 am exempt from the Con-tractor's License Law for the following reason(Sec. 7031.5 Business and Professions Code), Anycity or county which requires a permit to con-struct, alter, improve, demolish, or repair anystructure, prior to its issuance also requires theapplicant for such permit to file a signed state-ment that he is licensed pursuant to the provi-sions of the Contractor's License Law (Chapter 9commencing with Section 7000 of. Division 3 ofthe Business and Professions Code) or that Is ex-empt therefrom and the basis for the alleged ex-emption. Any violation of Section 7031.5 by an ap-plicant for a permit subjects the applicant to acivil penalty of not more than five hundred dollars($500).nl, as owner of the property, or my employeeshiiMJ/
,1
c
**>
.
r^»
Su;
^^s
H
S<MECHANICAL PERMIT>•
CJ
HS<PLUMBING PERMIT>*
a
1
i
*NSTALL FURN. DUCTS UP TO 100,000 BTU<*,
4
i
It
EACH FIXTURE TRAP*•^OVER 100,000 BTUC
^EACH BUILDING SEWER•^.BOILER/COMPRESSOR UP TO 3 HP3
h
d
EACH WATER HEATER AND/OR VENT-v,
laivaiTy*
M
/vn
(Vi 1
** IN^sv=H
'*]2*
V \/ t\
(V)
v\
N
\
^BOILER/COMPRESSOR 3-15 HPEACH GAS SYSTEM 1 TO 4 OUTLETS•J
k
k-
ft
1LL
1CO
<i
ll
k
EACH GAS SYSTEM 5 OR MORE-V
t
i
*.VENT FAN SINGLE DUCTct
EACH INSTAL., ALTER, REPAIR WATER PIPES
>
^MECH EXHAUST - HOOD/DUCTSH
EACH LAWN SPRINKLER SYSTEMNOIP&SN1
O
<i
<:
SO
tf.BUILDING* PERMIT'ON OF EA FURNACE/HEATERRELOCATIWATER SOFTNER'r SIGN PERMITJ
^
i
Si
t-k
i
ls
^A'^.
V
PLAN CHECKALL INCLUSIVE PERMIT2\
"^TOTAL MECHANICAL1ACTOR -S?J / fi, ^ frAjy-iul
TOTAL PLUMBING //-^ Q)CONTRACTOF]^ie fc#~f>/&£ / .!?||slI*N!l Sllfni g1^11= 5°|§'?S >-iS|6^2 «* 3 „ 8 j s &¥ £ £ f £ *i5S» = c miPs^sii!^ isnisaI!i Uif!fi!« iiljli^|M3|'Hl'sfs ilsj'llH'.SUiiil!! ?11 f!L0
ill^lltill? lifsll^l
siW
t
*TOTAL PLUMBING^N
SV
ELECTRICALH
<' fMOBILE HOME PERMIT£
v
H2<ELECTRICAL PERMIT£for this rnnsnn«c
O
«
aa
t
<t
^MECHANICALAWNING?1
5
NEW CONST EA AMP/SWT/BKR *V&^5•>*.
S>MOBILE HOMEPORCH>
Xa.
CO
LOr*j
Xa.
*•
_
_
_SOLARQ-Z3
UJCO
EXIST BLOG EAAMP/SWT/BKR-vNvavo 'vovwvaXa.n
to
(N
O.
\
-
-
to
oc
LU
>O
UJU
ZLULL.REMODEL/ALTER PER CIRCUITWORKERS' COMPENSATION DECLARATION1 hereby affirm that 1 have a certificate of con-sent to self-insure, or a Certificate of Workers'Compensation Insurance.! or a certified copythereof (Sec. 3800, Labor Obde).POLICY IMO «^A/ 1 1! t !»*/•&2.
i
>
<a.2CC
-
-
X_J
LL.
Ou
X
TOTAL MOBILE HOMETEMP POLE 200 AMPS-
-
;OVER 200 AMPSDCopy Is filed with the cimDCertlfled copy Is hereby furnished.-
t
TEMP OCCUPANCV (30 DAYS)f•
«i
Q
\iv\
•N
AA
H
-TOTAL FEES PAYABLETOTAL ELECTRICAL <""&• *7^4s
\
}
>i«*^^%(^*.
N
tr
Ssegol
i
\\
1q
>
N
N
^\
0t,
s.^v
j'•+.
~><
i
VI
rii>
= u.
K
MOLITION OR CONSTRUCTIO5r-0" DEEP AND DEI
^
I
M&-£
^ ^5^
^
V41A
<5sj
^^
^1
"^
^\
SS1^S"^
i
>0)
Op. .$T\5\>1 \i ><APPLICANT'S SIGNATURE- / OWNERjfl. CONTRACTQRDAGENT D BY PHONE D1 HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT, AND DOHERESY CERTIFY THAT ALL INFORMATION HEREON IS TRUE AND CORRECT AND 1FURTHER CERTIFY AND AGREE IF A PERMIT is ISSUED;TO COMPLY WITH ALL CITY.COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION, WHETHERSPECIFIED HEREIN QR NOT. 1. ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS ANDEXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCEOF THE GRANTING OF THIS PERMIT.CERTIFICATE OF EXEMPTION FROMWORKERS' COMPENSATION INSURANCECThis section need not be completed if the per-mit is for one hundred dollars ($100) or less).I certify that in the performance of the work forwhich this permit is Issued, I shall not employ any,person in any manner so as to become subject tothe Workers' Compensation Laws of California.NOTICE TO APPLICANT: If, after making this Cer-t'f Icate of Exemption, you should become subjectto the Workers' Compensation provisions of theLabor Code, you must forthwith comply with suchprovitftms or this permit shall be deemed revoked.CONSTRUCTION LENDING AGENCY1 herebi tafflrm that there is a construction ten-
6
Z
sCE
UJa
&
UJz3
O
SITEADDRESS:aceou
UJ
CxL
"Z.o
h-U
UJ
Q_
UJ
u_
'
UJ
H
OZ
o1-ollJQ.
Z
crohu
-UJ
Q-(/)z
LUH<D
INSPECTIONWOOD FLOOR1-UJ
_J
O
H
4« FORMS -SET BACK| FOUNDATIOr,3R PLUMBINGUNDER FLOC)R HEATING| UNDER FLOCCCOO
LL
CO
Wl
J
h
£o
H
O
ISLAB FLOOR\ PLUMBINGUNDER SLABUJ
J
ORMS • SETBACK • TOFOOTING • FCONCRETECCD
O
CL
OH
O
FRAME^TRICAL| RBUGH ELEiOZ
CD«| ROUGH PLUfFING/ VENTILATINGROUGH HEA-PLACE INSULATION| FRAME OK •QCCrf
OK • PLACE WALLBO>[ INSULATIONOK • PLACE TAPEWALLBOARDOOU
ATH OK • PLACE STU| EXTERIOR LFIREPLACEUJ(_| DAMPER a SI''HEIGHT OF CHIMNEYj PLATE TIESJ
i
[OTHER"
--
f"* (POLE)| TEMP POWEFSEWERJ
O » STEEL BONDINGOO0.
£.
uUJ
Q
UJCC
CL
/
\
\
CC
i FENCE PREPLASTE1
-
^
"^' FRAME| SHOWN •'•-.
,
I
\
, *
''
— —
"~^- i;
*** -^
•-. ^
1
i
, (.% t
C
Di
<
L
J"
*'""7*
f
/
•~ ,v .
tl
^^--.-1
5 REQ COMPLETEDj OTHER DEPT':*
x
•PERM-TEMPEL EC METER-' ERM-TEMP| GASMETER-F-:UPANCY ISSUED*-tU
O
u.
O
ccUJu
INTERDEPARTMENTAL INFORMATION SHEET
ILDING DEPARTMENT
ADDRESS:
,-s DATE:
V* 4 .
I-
c CAPf
DEPARTMENT
V LOT SIZE LOT WIDTH
UNITS ALLOWED \UNITS PROVIDED
PARKING SPACES REQUIRED
% COVERAGE ALLOWED
BUILDING HEIGHT ALLOWED
FRONT SETBACK;
ALLOWED
_PROVIDED_
_PROVIDED
PROVIDED
SIDE SETBACK:REAR SETBACK:
fc:
INTRUSIONS
& IRRIGATION PLAN COMMENTS:
ENVIRONMENTAL PROTECTION REQ:
OK
DEPARTMENT
• ° •w -IMPROVEMENTS
SEWER CONNECT^ON^Ll'TX, ,_.:.'W DRIVEWAY LOCATIONS ."'.(('
GRADING PERMIT '/V'/' EASEMENTS RAINAGE ox:
LEGAL DESCRIPTION
FIRE, DEPARTMENT
SYSTEM _
FIRE ALARMS _
FIRE HYDRANTS _
ADDITIONAL COMMENTS
FIRE PROTECTION EQUIP.
EXITSFIRE RETAH<OAItUDtrnm|iniED
CITY PRO. #8085-SEC. 3203 (ii)U.B.C.
6K TO ISSUE DATE y-OK TO FINAL DATE
DEPARTMENT
REQUIREMENTS OF APPROPRIATE DISTRICTS MET
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING PROJECT NO: V1630
DATE: Nov. 13, 1979
TO: Nikola Boduanac •
1442 S. Durango, Avenue
Los Angeles, California 90035
»
Gentlemen:
This is to report the results of observations and soil tests performed on
November 12, 1979 at 2908 CanJ&Place, La Costa, California
for the purpose of determining the moisture content In the expansive soils
included on the subject site.
Field explorations were made to retrieve soil samples in the center of the
building pad. Test pits were dug to a depth of at least 3 feet below finishi
grade and moisture samples were obtained at intermediate levels. We found the
field moisture to be 23.0% -
A maximum dry density determinaticn was performed in accordance with ASTM D1557
to ascertain the optimum moisture content of the subject soil. The maximum
density was found to be 127-9 [_bs. Cu. Ft. at 10^ % moisture.
In conclusion we find the field moisture exceeds the optimum by at least
_3 percent which meets the minimum requirements for presaturat?on of
expansive soils.
If you have any questions, please do not hesitate to contact this office.
The opportunity to be of service Is sincerely appreciated.
Respectfully submitted,
ALPHA LABORATORJ-ES, INC
CHWTbi . ., ^ u - -Mr. AlAn H. Sargent, Soils Technician
cc: (I) Submitted^
7895 Convoy Court - San Diego - California 92111 - 714/292-0660
a ALPHA LABORATORIES, INC.
SOIL&FOUNDATION ENGINEERING
PROJECT NO. V 1630
October 5, 1979
Nikola Bodjanac
\k^2 S. Durango Avenue
Los Angeles, California 90035
SUBJECT: REPORT OF PRELIMINARY INVESTIGATION OF THE SOIL CONDITIONS AT 2908
CANDLE PLACE, LA COSTA, CALIFORNIA.
Dear Si r:
The attached report has been prepared to present the results of an investigation
of the soil conditions at the subject site.
f
It was undertaken to provide the information to make earthwork and foundation
recommendations.
In general, we found expansive soils to overlie the site.
We recommend use of specially designed foundations, slabs and construction
details due to the expansive soil conditions.
If you have any questions, please do not hesitate to contact us.
TViis opportunity to be of service is sincerely appreciated.
Respectfully submitted,
ALPHA LABORATORIES, INC.
C. H. Wood, RCE 10778
CHW:mq
cc: (5) Submitted
7895 Convoy Court - San Diego - California 92111 - 714/292-0660
PROJECT NO V 1630
October 5, 1979
REPORT OF SOIL INVESTIGATION
FOR
2908 CANDLE PLACE, LA COSTA,. CALIFORNIA
1. PROJECT DESCRIPTION AND SCOPE
This report presents the results of our soils investigation for the single
family dwelling to be located at 2908 Candle Place, La Costa, California.
A brief legal description of the property is " Lot No. k of La Costa Estates
North".
It is our understanding that the proposed structure is to be a one and/or two
story frame,stucco single family dwelling. Anticipated loads are in the order
of 2000 pounds per lineal foot.
This investigation was undertaken to:
(A) Determine the physical properties of the prevailing soils,
including their supporting capacities and settlement characteristics.
(B) Provide design information regarding grading, site preparation
and foundations.
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
2. FINDINGS AND RECOMMENDATIONS
2.1 SITE CONDITIONS
The site consists of a lot which slopes to the south at an approximate ratio
of 8 to 1 horizontal to vertical units. Our field observations indicate that
soil has been removed from the site for the purpose of constructing the
surrounding roadway fills.
Vegetation on the site consists of native grasses and weeds. There are no
existing structures at the present time on the site.f
2.2?SOIL CONDITIONS
The soils encountered were found to be very dense, clayey gravel with inclusion
of large amounts of rock. The native soils were found to be detrimentally
expansive and will therefore require the specially designed recommendations
as presented hereinafter.
Due to the rock encountered at the site, it is anticipated that a moderate
amount of difficulty will be encountered during the proposed earthwork construction
due to the oversized material present on the site.
2.3 FOUNDATIONS
Expansive soil conditions will require special consideration to prevemt
structural damage from excessive movement. The following minimum dimensions
and reinforcing are predicated by the expansive conditions.
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
Exterior, perimeter footings should be continuous. All footings should be founded
a minimum of 2*» Inches below lowest adjacent grade or below free atmosphere,
whichever is greater. Top of pavement or slab may be considered finish grade.
Continuous and square footings should have minimum widths of -12 and 2k inches,
respectively.
All continuous foundations should be reinforced as a beam with one # k bar
positioned 3 inches above the bottom of footing and one # 4 bar positioned one
inch below top of foundation or top of finish floor.
*
2.31 ALLOWABLE FOUNDATION BEARING PRESSURES as determined by soil shear strength
are best presented by the following formula relating footing width length and
depth. Minimum and maximum bearing values are tabulated with the formula.
Minimum values are for minimum sized continuous footings while maximum values
are determined by the limits of formula accuracy. Allowable bearing values
are for full live and dead loads and may be increased 1/3 for wind and/or seismic
loading.
SOIL CONDITION AND FORMULA LIMITING VALUES (ksf)
MINIMUM MAX I MUM
Red Brown Clayey Gravel
q=2.23x(l+.2xB/L)+.21xD+.l4xBx(l-.2xB/L) 2.58 k.kl
Where q= allowable bearing value (kips per square foot)
D= footing depth below lowest adjacent grade (feet)
B= footing width (feet)
L= footing length (feet)
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
2.32 ECCENTRICALLY LOADED FOOTINGS should use an effective width (B) instead
i
of actual width (B1) to compute the allowable bearing value in the previous
formula. Effictive width is a function of eccentricity and may be computed
by the formula:
B -B1 - 2xE where E = Eccentricity of load with respect to
footing centroid (feet)
2.33 FOOTINGS ON OR ADJACENT TO SLOPES will have an allowable bearing
capacity reduced from those previously presented for a level grade
surrounding the foundation. The reduction is dependent upon slope steepness
and the horizontal distance measured at footing bearing level between edge
of footing and face of slope. Footing depths (D) for use in the bearing
capacity formula should be determined as indicated in the following Figure
2.33 A. Full computed values using this depth may be used if the horizontal
distance (H) is equal to or greater than 8 feet and zero bearing capacity if
the edge of footing is located on the face of slope (H=0). Intermediate
values may be determined by linear interpolation.
FIG. 2.33
To SLOPES
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
2.34 ESTIMATED SETTLEMENT is equal or less than \/k and 1/8 inches for total
and differential movement, resoectively. These values assume that the recom-
mendations presented herein are followed and are believed to be within the
tolerable limits of the structure.
2.4 LATERAL RESISTANCE to horizontal movement may be provided by allowable
soil passive pressure and.or coefficient of friction of concrete to soil. The
allowable passive pressure may be assumed to be 380 psf at the surface and
increasing at the rate of 360 psf per foot of depth. The coefficient of friction
*
may be safely assumed to be 0.33-
Allowable passive pressures are the values at the surface and increasing
at the indicated rate per foot of depth below adjacent grade.
Allowable passive pressures have been computed assuming a frictionless
vertical element.
If these assumptions are incorrect, we should be contacted for values that
reflect the true conditions. The computed values are for static conditions
and may be increased 1/3 for wind and/or seismic loading.
2.5 RETAINING STRUCTURES
Unrestrained, cantilevered, individually supported retaining walIs, capable
of slight movement away from load should be designed to resist active pressures
developed by an equivalent fluid weighing 48 pounds per cubic foot.
Restrained walls, incapable of movement away from load without damage
* . .-.»,
such as basement walls, should be designed for the trapezoidal pressure distribution
incidated in the following Figure 2.5 A.
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
The indicated maximum pressures and distribution fimensions are a function of
retained height and define a conservative envelope of maximum pressure. The
coefficients pM, dB, and dM are 38 pcf, .2 and .6 respectively.
These active pressure coefficients assume a vertical, smooth wall, and a level,
drained backfill. If these conditions are not met, we should be contacted
for new values.
ACTIVE PReSSUXF FOCI
.&ALL H
f* Back fill- Qr&de
— Active Pressure
2.6 EXPANSIVE SOILS
In addition to the special foundations presented hereinbefore, the following
details should be incorporated to reduce the probability of damage from the
expansive soil conditions. If expansive soils are capped with 2 feet or more
of non- expansive soils, all special requirements (including special foundation
dimensions and reinforcing) may be ignored. Capping if used, should be carried
5 feet beyond the exterior perimeter of the structure.
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
2.61 INTERIOR SLABS on grade should be A inches or greater in thickness,
underlain with a ^ inch sand blanket and reinforced with 6 x 6 -10/10
welded wire mesh. Crushed rock may be substituted for the sand blanket.
Sand, if used, should have a sand equivalent exceeding 30 when tested in
accordance with ASTM 02*119.
Slab joints should be provided at not over 15 feet on center. Horizontal
movement of foundations should be prevented by either extending slab stub
through joints and into the foundation pr by providing tension ties consisting of
number 3 bars 36 inches on center extending 30 diameters into both slabs and
foundations.
2.62 EXTERIOR SLABS on grade should be constructed identically to interior
slabs except walks 4 feet and less need not be reinforced and exterior slabs
should be provided with weakened plane joints as detailed in Figure 2.62 A.
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
WIARIHt*
HANI JOINTS
PROJECT NO. V 1630
JOINT MALI*i/t *•
CONttNUOUI
(WltH ADOITIONAl
PIANE JOINT
M. T. S.
2.63 PRESATURATION
Expansive soils should be presaturated prior to placing concrete. Clayey soils,
especially below concrete flatwork should not be allowed to dry and should be
sprinkled if necessary to insure they are kept in a very moist condition. Soils
underlying slabs should have a moisture content exceeding 3 percent above optimum
moisture. They should be tested for proper moisture from a depth of 2 feet not
more than 2k hours before placing concrete.
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PROJECT NO. V 1630
2.7 EARTHWORK
2.71 RECOMMENDED SPECIFICATIONS. Any grading contemplated or required for site
preparation should be accomplished in-accordance with the attached
Recommended Grading Specifications.
2.72 COMPACTION ATI embankments, structural fill, structural backfill,
retaining wall backfill, trench backfill, and excessively loose native soil
should be compacted to 95 percent. Natural undisturbed soils having an in-situ
relative compaction of less than 85 percent should be removed, replaced, and
compacted to 90 percent.
2.73 CUT-FILL TRANSITIONAL AREAS where foundations will bear partially on
cut and partially on fill are not recommended. Different compression
characteristics of soils in a cut and fill state may result in unequal support
and consequential cracking. If a transition occurs at footing bearing level,
we recommend that the entire area be undercut and replaced with compacted
fill. Undercutting should be carried to a minimum depth equivalent, to the
widest continuous footing below the bottom of footings.
An alternative to undercutting for transitional areas is to reinforce all
continuous footings with one No, 4 bar in the top and one No. k bar in the
bottom of foundations. The reinforcing should extend 10 feet each side of the
transi tion 1ine.
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
10
PROJECT NO. V 1630
2.71* DISPOSAL OF OVERSIZED ROCK that we suspect will be encountered in the
excavations may present a problem. One solution may be placement of the rock
in fills designated as "non-structural". Rigid structures should not be
supported on non-structural fill. These fills will be acceptable if located
in yards, streets, parking areas, or adjacent, to structures as indicated on
Figure 2.95 A..
Oversized rocks in the non-structural fills should be located so that they
will not interfere with the construction of utilities and should be placed
a minimum of one foot below finish grade or subgrade.
f
Non-structural fills should be constructed on compacted soil in lifts of
less that four feet and in a manner that will not produce nesting. Normal
fill, preferably granular, should be mixed with the rock and placed to fill
the voids around and between the rocks. Fill should be placed so that a
minimum of 85 percent compaction is achieved within 2 feet of rock. One
foot or more of normal fill should be constructed over each lift that
contains oversized rock.
On Cut Or Normol fill.
Net To Scol,
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
11
PROJECT NO. V 1630•
2.76 COMPACTION OF EXPANSIVE SOILS should be accomplished at relatively high
water content. Moisture content at compaction should be at least 2 percent
above optimum moisture. Th.js will result In less energy required for presaturation
below the structure, and greater dependable strength and stability. Close
moisture control wHl be essential to prevent saturation.
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
12
PROJECT NO. V 1630
3 FIELD EXPLORATION
Two subsurface explorations were made at the locations indicated on
attached Plate No. 1 on September 22, 1979.
These explorations consisted of trenches and/or pits dug with a backhoe.
They were directly supervised by our personnel.
3.1 EXPLORATION LOGS
The subsurface explorations were carefully logged when made. These logs are
presented on attached Plate No 2. Soil classification in accordance with
the Unified Soil Classification System 'is presented on the logs. In addition,
a textural description, wet color, apparent moisture and density or consistency
are given on the logs. Soil densities for granular soils are given as either
ver loose, loose, medium dense, dense, or very dense. Consistency of silty
or clayey soils are given as either very soft, soft, medium stiff, stiff, or
hard.
3.2 SAMPLING
Representative samples of the typical soils were obtained and returned to the
laboratory for testing.
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
13
PROJECT NO. V 1630
. LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted American
Society for Testing and Materials (ASTM) test methods and/or suggested
procedures.
In addition, tests were performed on typical and representative samples to
determine the parameters of internal friction, cohesion, maximum density,
optimum moisture, and potential expansion. The results of these tests are
presented in tabular form on attached Plate No k.
*t
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
tot_>
<o-Mv>oo
•oc
03o
COo
O1
CM
SKETCH
u
LU
OQCo.
JOB NUMBER:
V 1630
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
1
PIT NUMBER 1
uc " DESCRIPTION
t-LUUJ
LUO
ce13tn
o
UJCO
Q_
LU
GC Red/Brown, humid, dense, clayey gravel
Bucket refusal @ -IV due to rock
UC
PIT NUMBER 2
DESCRIPTION
w
^—
—
j&
s$>ty$d
0P
GC Red/Brown, humid, dense,
Bucket refusal @ -1' due
clayey gravel
to rock
JOB NUMBER:
v 1630 a_^^H ALPHA LABORATORIES, INC. 1 PLATE NUMBER:
SOIL& FOUNDATION ENGINEERING 1 2
COARSE GRAINED SOILStn
O
a
z
|
uz
iZ
CATEGORIZATION
N
•A
V
O*> O
°*
c *-
f
V1
M
il
£58-2
J8
C **
** tt
Wtfl Cslu
o o* •m t-J i*- IB -
la — — v> H< £ VI
U C•a e ~.c o *«j —
« uL. IBo >- e£ <•- 2
V CI/I jgt- X
oU L.V
o — *«
« — «ft 75 5<.£*>«tn —
* c —.e o «
« u
0 " '
X
5
oz«cin
L.O
t)
tJ
UlZ
u.
V,O
V
ILJ
Z
J.
tflV
O
I/I
c
O
M
§«
U ^
K "" O1
_j TJ irt
mac
^ ^— j=
I/I U>- 01
-J *Jw "2
H -0 S
— 3 C -
HIGHLY ORGANIC SOILS
GROUP
SYfl9aL
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
GRAPH-
CAI
$f$
OOCooc
^3
^:S'r
-ill
"'/iT'i
^' Hi'
I!'3*lijji
M
O
""""^
TYPICAL NAMtS 4 DESCRIPTION
WELL GRADED GRAVELS, gravel-sand mixtures. Wide range in grain size
& substantial amounts of all internediate particle sizes.
POORLY GRADED GRAVELS, gravel-sand mixtures. Predominately one size
or a range of sizes with some intermediate sizes missing.
SILTY GRAVELS, gravel-sand-silt mixtures. Appreciable amount
of non-plastic fines.
CLAYEY GRAVELS, gravel-sand-clay mixtures. Appreciable amount
of plastic fines.
WELL GRADED SANDS, gravelly sands. Wide range in grain size
& substantial amounts of all intermediate particle sizes.
POORLY GRADED SANDS, gravelly sands. Predominately one itze
or a range of sizes with some intermediate sizes missing.
SILTY SANDS, sand-silt mixtures. Appreciable amount of
non-plastic fines.
CLAYEY SANOS, sand-clay mixtures. Appreciable amount
of plastic fines.
INORGANIC SILTS & Very Fine Sands, Rock Flour, Sllty or
Clayey Fine Sands with slight plasticity.
f
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, gravelly
clays, sandy clays, silty clays, lean clays.
ORGANIC SILTS C ORGANIC SILT CLAYS of low plasticity.
INORGANIC SILTS, micaceous or diatomaceous fine sandy
or silty soils, elastic silts.
INORGANIC CLAYS OF HIGH PLASTICITY, fat clays.
ORGANIC CLAYS of medium to high plasticity.
PEAT & other highly organic soils.
Legend :
UC
E
Y
M
fWT
Unified Classification
Sample location
Sampler penetration resistence (ft. kips/ft.)
Natural dry density (pcf)
Field moisture' content (% dry wt.)
Approximate'-location of water table
JOB NUMBER:
v 1630 a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
3
03-*-»
UlO
VO
(0
o_
0)
c
CD
O
GO
O
MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT: (ASTM D1557 - METH. )
SAMPLE DESCRIPTION
'
P-2@-1' Red/Brown Clayey Gravel With Rock
DIRECT SHEAR TESTS: (All samples saturated £ drained unless no
SOIL
TYPE
i
ted.)
OPTIMUM MAXIMUM
MOIST. DENSITY
tt) (PCF)
10.7 127.9
•
SAMPLE DESCRIPTION ANGLE OF
INTERNAL
FRICTION
P-2@-T Red/Brown Clayey Gravel With Rock 27.5
(Recompacted to 90 %)
EXPANSION TESTS:
SAMPLE CONDITION INITIAL MOISTURE CONTENTS (%) NORMAL
DENSITY INITIAL AIR DRY F NAL STRESS
(PCF) (PSF)
P-2@- 1 Remol ded 1 20 . 2 6.3 16
*
J"B NUMbbH: ALPHA LABORATORIES. INC.
^* SOIL & FOUNDATION ENGINEERING
.2 200
COHESION
INTERCEPT
(PSF)
EXPANSION
PLATE NUMBER:
k
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
INTENT
The Intent of these specifications is to establish procedures for clearing,
compacting natural ground, preparing areas to receive fill, and the placing
and compacting of fill soil to the lines and grades indicated on the accepted
plans. The recommendations contained in the preliminary soils investigation
report and/or the attached special provisions are a part of the recommended
grading specifications and shall supersede the provisions contained herein-
after In the case of conflict.
INSPECTION & TESTING
A qualified- soil engineer shall be employed to inspect and test the earthwork
In accordance with these specifications and the accepted plans. It will be
necessary that the soil engineer or his representative be allowed to provide
adequate inspection so that he may certify that the work was or was not ac-
complished as specified or indicated. It shall be the responsibility of the
contractor to assist the soil engineer and to keep him appraised of work
schedules, changes, new information and dates, and new unforeseen soil con-
ditions so that he may make these certifications.
If substandard conditions (questionable soil, poor moisture control, inade-
quate compaction, adverse weather, etc.) are encountered, the soil engineer
will be empowered to either stop construction until the conditions are re-
medied or recommend rejection of the work.
Soil tests used to determine the degree of compaction will be performed in
accordance with the following American Society for Testing and Materials test
methods:
Maximum Density 6 Optimum Moisture Content - ASTM D1557-70T
Density of Soil In-Place - ASTM D155& or ASTM D 2922 and 3017
PREPARATION OF AREAS TO RECEIVE FILL
Vegetation, brush, and debris shall be cleared from the areas to receive fill.
Excessively loose or detrimental soil such as loose topsoil, plowed ground, or
Substandard fill should be removed to competent soil as indicated in the pre-
liminary soils investigation report or the special provisions, or as determined
In the field by the soils engineer or his representative.
After clearing and removal of undesirable soils, the surface shall be scarified
to a depth of 6 inches, brought to the proper moisture content, compacted, and
tested for the minimum specified density.
When the slope of the natural ground receiving fill exceeds 20% or when con-
sidered necessary by the soils engineer, the ground to receive fill shall be
stepped or benched. Benches shall be cut to firm, competent soil. The lower
bench shall be at least 10 feet wide and successive benches shall be at least
6 feet wide. The horizontal portion of each bench shall be compacted prior to
receiving fill as specified hereinafter.
FILL MATERIAL
Materials placed in the fill should be free of deleterious substances such as
excessive vegetable matter. Granular soil shall contain sufficient fine ma-
terial to fill the voids. Oversized rocks, expansive and/or detrimental soils
are defined in the attached special provisions. These soils may only be used
in the fills if provision is made in the preliminary soils investigation report
and/or only with the explicit consent of the soils engineer.
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in the areas prepared to receive fill in
layers not to exceed 6 inches in compacted thickness. Each layer shall have a
uniform moisture content in the range that will allow the compactive effort to
be efficiently applied to achieve the specified degree of compaction. Each
layer shall be uniformly compacted to the minimum density with adequately sized
equipment, either specifically designed for soil compaction or of proven relia-
bility.
Field density tests to check the degree of compaction will be taken by the soils
engineer or his representative. The location and frequency of the tests shall
be at the soils engineer's discretion. In general, the density tests will be
at an interval not exceeding 2 feet in vertical rise and/or one test for each
500 cubic yards of fill placed.
SEASON LIMITS
Fill should not be placed during unfavorable weather. When work is interrupted
by heavy rain, filling operations shall not be resumed until proper moisture
content and density of the fill has been achieved. Damage resulting from wea-
ther shall be repaired before acceptance of the work.
UNFORESEEN CONDITIONS
In the event conditions are encountered during grading that were not encountered
during the preliminary soils investigation, Alpha Laboratories, Inc. shall be
Immediately notified. We assume no responsibility for conditions which differ
from those found and described in the preliminary soils investigation report.
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS:
The minimum degree of compaction to be obtained In compacting natural ground
and In the compacted fill shall be
Detrimentally expansive soil is defined as soil which will swell more than
3fc against a pressure of 150 pounds per square foot from a condition of
Optimum Moisture Content and 90% Relative Compaction.
Oversized fill material is defined as rocks, old concrete, or lumps over 10
Inches in diameter. At least kO% of the 'fill soils shall pass through a No.
4 U, S. Standard Sieve. Oversized material may be disposed of offsite or in«.
specially designated non-structural fills specially designated at the time of
grading.
1200 ELM AVENUE fef ^g^ H TELEPHONE:
CARLSBAD, CALIFORNIA 92008 m^WjB (714)729-1181
Building Department
Cit? of Carlsfaab
Permit No.
Issue Date.
CERTIFICATE OF. .COMPLIANCE WITH EERGY OlJSERVffiQN DESI3I EQUIRBWS
IN ARTICLE L PART 6, TITLE 24, CALIFORNIA ADM. CODE
I, C-~--f*~ew^ gL£~/A£y&-, hereby certify that I am familiar
with the state energy'-conservation standards mandated in
CAC Title 24, Section T20-1401 through T20-1406, and that the
plans and other documents submitted in support of the application
for a building permit at -
Address
Assessor's Parcel No.Dated
comply wit'h 41 / current/^Qquirements of these regulations
Signature
Title -
rcaiieci, Engineer, Contractor, Other.)
State License or Certificate No.
Date
Submit to the Building Department with permit application,
Form 78-101
LEUCADIA COUNTY WATER DISTRICT
APPLICATION FOR SEWER SERVICE
Owner's Name
Mailing Address
George Bndjanac Phone No. (?-\G)
&.7Q7 Hawlfinc RnaH
El Fuer..t.e. StreetService Address:
Tract Description: _lot 4, Estates .North
SEWER PERMIT ISSUED U*ON
RECEIPT OF BUILDING PERMIT,
BUILDING PERMIT MUST BE
APPLIED FOR BY
Assessor's Parcel No. 215-490-??
Type of Building single Family No- Un1ts J
Lateral Size: 4"
Extra Footage:
8"
(3 $
Connection Fee $600.00
Saddle _ Easement Connection __(pre-pd200.00)
Extra Depth: @ $ >UOO»QO
Amount Rec'd $-UDO,£D
Ck. No/Caslr^r
Date
Rec'd By
Qlg-q
Lateral Fee
Prorated Sewer
Service Fee
Total
The application must be signed by the owner (or his authorized representative) of
the property to be served. The total charges must be paid to the District at the
time the application is submitted.
If a service lateral is required, it will be installed by the Leucadia County Water
District. The service lateral is that part of the sewer system that extends from
the main collection line in the street (or easement) to the point in the street (at
or near the applicant's property line) where the service lateral is connected to
the applicant's building sewer. The applicant is responsible for the construction,
at the applicant's expense, of the sewer pipeline (building sewer) from the appli-
cant's plumbing to the point in the street (or easement) where a connection is made
to the service lateral.
The connection of the applicant's building sewer to the service lateral shall be
made by the applicant at his expense. The connection must be made in conformity
with the District's specifications, rules and regulations; and IT MUST BE INSPECTED
AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT,
THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE, MUST NOTIFY THE DISTRICT AT THE
TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLEC^
TION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERED
INVALID AND WILL NOT BE ACKNOWLEDGED.
The prorated sewer service fee is based upon the date the District estimates that
service will begin and covers the balance of the fiscal year. There will be no
additional fee or refund if service actually commences on a different date. For
succeeding fiscal years, the sewer service fee will be collected on the tax roll
in the same manner as property taxes.
The undersigned hereby agrees that the above information given is correct and agrees
to the conditions as stated.
Owners Signature Date Account No.
Date
Toi City of Carlsbad
I do hereby certify that I own or represent an owner of
property in the Leucadia County Water District. I recognize
that sewer capacity is not available at this time to serve
my property. It has been indicated by Leucadia County Water
District that sewer service may become available sometime
after May of this year for a limited number of projects.
I further represent that my project is on the priority list
of Leucadia County Water District for sewer service.
The City of Carlsbad has indicated that they are willing to
accept my plan check in the Building Department and/or
discretionary action in the Planning/Engineering Departments
a.t this time.
I accept and recognize that I am submitting my plans to the
City of Carlsbad at my own risk, and acknowledge that the
City of Carlsbad in no way guarantees that sewer will be
available, that my project will be approved, or that it will
be possible to proceed with construction. I understand that
the City will not issue permits prior to my obtaining sewer
capacity from Leucadia County Water District.
I am aware that my application is subject to all ordinances,
fees and development standards in effect at the time a
building permit is issued by the City and that there will be
no refunds of the fees paid to the City.
Name o^E Property Owner
, -_
Signature of Applicant,~~
(Owner or Representative)