HomeMy WebLinkAboutCT 73-29; PONDEROSA HOMES INC; SOIL INVESTIGATION; 1976-07-12• ..
LETTER OF TRANSt1ITTAL
SCOPE
FIELD INVESTIGATION
LABORATORY TESTS
•
SITE AND SOiL CONDITIONS
CONCLUSIONS AND RECOMMENDATIONS
LH1ITAT-IONS
FIGURE 1 -SITE PLAN
FIGURE 2 -KEY TO LOGS
FIGURE 3 -LOG OF TEST BORING 1
FIGURE 4 -LOG OF TEST BORING 2
TABLE OF CONTENTS
FIGURE 5 -GRAIN SIZE DISTRIBUTION CURVES
ATTACHMENT -SPECIFICATIDNS FOR CONTROLLED FILL
•
1
1
2
5
7
WOODWARD·CLYDE CONSUlTA~~
'.
WOODWARD-CLYDE CONSULTANTS
WESTERN REGION
3467 Kurtz Street
San Diego
California 92qO
Phone (714) 224-2911
CONSULTING ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
July 12, 1976
Project No. 76-146
Ponderosa Homes, Inc.
c/o Rick Engineering Company
5620 Friars Road
San Diego, California 92110
Attention: Mr. Norm Arndt
At your request, and in accordance with our proposal dated May 7, 1976,
we have made an investigation of the underlying soil conditions at the
site of the proposed Carrillo Estates pump station, to be constructed
adjacent to the east side of the proposed extension of El Fuerte Street,
near the southern Rancho Agua Hedionda boundary, in the Carrino Estates·
subdivision of Carlsbad; California.
The accompanying report presents our conclusions and recommendations, as
well as the results of the subsurface exploration and the 'laboratory
tests upon which these recommendations are based.. '
The engineer assigned to this project was Mr. James A. Harper of our
firm.
Hoom1ARO-CL YOE CONSULTANTS
JEC/JAH/jd
(6)
• P1""j~ct No. 7.6·~N6
SCOPE
This report describes an investigation of the underlying soil
conditions at the site of the proposed Carrillo Estates pump station to
be con~tructed north of th~ Carrillo Estates development, and along the
east side of the proposed extension of El Fuerte Street, near the southern
boundary of Rancho Agua Hedionda, in Carlsbad, California. The study i-5
intended to determine the genera] subsurface soil and geologic conditions,
in order to provide a basis for conclusions and recommendations re§ard~ng
site grading, the appropriate type and depth of foundation, and allowable
soil bearing pres~ures, including active and passive soil pressares for
subsurface structure design.
Our investigat~on consisted of reviewing a topographic map of
the general.site area; making a field investigation, consisting .of a
..
visual sit~ inspection .and subsurface exploration; obtairiing subsurface
soil samples.; performing laboratory tests on selected samples; making
appropriate analyses; and formulating conclusions and recommendations.
It is our understanding that the proposed project will consist
of a generally subsurface pump house, approximately 24 by 32.ft in plan
dimensions, and founded approximately 20 ft below the finish ground
level. Maximum structure loads were not known at the time of our investigationL
. FIELD INVESTIGATION
Ou~ field investigation included making a visual reconnaissance
and inspection of the existing surface conditions in the site area, and
making exploratory subsurface borings at selected locati·ons witin the
WOODWARD·CLYDE CONSULTANTS (jf)
, .. Prpject No. 76-146 •
site area. Two test borings were made with a 6-in. diameter, truck-
mounted power auger at the approximate locations shown on the attached
Site Plan, Fig. 1. The drilling was done on June 9, 1976, unde,r the
supervision of an engineer~ng geologist from our firm. Field boring
logs were prepared by the ,geologist on the basis of ~n examination of
the samples secured and the excavated material, and on the actions of
Page 2
the drilling and sampling equipment. The logs of test Dorings presented
on Figs. 3 and 4 are based on an inspection of the samples, on the
laboratory test results; and on the field boring logs. The vertical
-position of each sample is shown on the logs of test borings. A key to
logs is provided on Fig. 2 ..
The test borings were located in the field with the aid of an
~
untitl ed topographi c map (scale 111 = 400 1 ) of the gen'era 1 area, dated
June 28, 1973, prepared and provided to us by Rick Engineering Company,
and by reference stakes pla'ced by Rick Engineering Company at two locations
200 ft apart along the Rancho Agua Hedionda boundary and at one, location
300 ft south of the boundary.
LABORATORY TESTS
The soils encountere'd were visually classified and evaluated
with respect to strength, swelling and compressibility characteristics,
dry density and moisture content. The classification was substa.ntiated
by gra.in size analyses and the determination of plasticity characteristics
on representative samples of the soils. The strength of the soils was
evaluated by means of an unconfined compression test and direct shear
~ . ProJect No. 76-146
tests on selected samples, and by consideration of the density and
moisture content of the samples and the penetration resistance of the
sampler.
The results of tests on r'el atively undi sturbed sampl es are
Page 3
shown with the penetration resistance of the sampler at the corresponding
sample locations on the logs of test borings. The 'grain size di$tribution
curves and the results of Atterberg Limits tests for plasticity characteristics
are shown on Fig. 5.
SITE AND SOIL CONDITIONS
The site of the proposed pump station is located .north of the
Carrillo Estates housing development, and along the east side of the
proposed extension of El Fuerte Street, about 50 ft south of the southern
boundary ot Rancho Agua Hedionda, in the sQutheastern area of Carlsbad,
California. It is our understanding that the exact positioning and
elevation of the pump station has not been determined, but the approximate
position is on the order of about 50 ft south of the Rancho Agua Hedionda
boundary, and approximately 900 ft west of the southeast.comer:of
Rancho Agua Hedionda.
The site is situated on a ,relativeiy gently sloping a:rea near
the base of a relatively steep-sided ridge dividing an alluvium-filled
canyon extending in a generally southeast to northwest direction along
the south and west sides of the site, and an east-w~st trending drainage
channel and relatively flat flood plain, approximately 500 to 600 ft
WOODWARD·CLYDE CONSUlT~TS
Project No. 76-146 • Page 4
wide, along the north side of the Rancho Agua Hedionda boundary. There
is an existing 'earth-filled dam across the flood plane about 400 ft east
of the proposed pump station site.
The existing ground surface ~l~vation at the approximate pump.
station location generally ranges from about 160 to 165 ft (plan datum),
and the elevations of the bottoms of the drainage channels to the north
and west of the site are about 140 to 145 ft.
The ground surface at the site is generally covered with
overgrown grass and weeds, and relatively heavy brush covers portions of
the site.
Our test borings indicate that the site is underlain by soils
of two geologic units. Tertiary age La Jolla Group formational soils
were encountered beneath the topsoil in Tes't Boring 2, located approximately
130 ft south of the Rancho Agua Hedionda boundary fence, and extended to
the maximum depth explored, approximately 28 ft. These formational
s6ils were also encountered at a~ approx~mate depth of 26 ft, and continued
to the maximum extent explored, approximately 29-1/2 ft, in Test B'oring
1, located approximately 30 ft south of the, boundary fence. Slope-.wash
alluvial sediment soils were encountered above the Tertiary formational
soils in Test Boring 1, above approximately the 26 ft depth.
The Tertiary formational soils, as encountered in the test
borings, generally consisted of dense clayey, medium to fine sands in
the upper few feet, underlain by hard silty clay, with some interbedded
fine sandy clay and some scattered gravel. The alluvial sOils encountered
, WOODWARD·CLYDE CONSULTANTS @
Prc.ject No .. 76 ... 146 Page 5
to the depth of a.bout 26 ft in Test Bori ng 1, a t the north side of the
site, consisted of a bedded series of slope-wash deposits of very stiff
silty to fine sandy clays, and relatively dense clayey and silty fine to
medium sands. Approximately 2-1/2 ft of very stiff, fine sandy clay
topsoil, with some scattered gravels, 'was encountered above the Tertiary
material in Test Boring 2.
Groundwater WqS encountered at a dep~h of a~'prox;-mately 23-1Ll -------ft in the alluvial soils in Test Boring.l. Based on an approximate
ground surface elevation on the order of about 165 ft, as estimated from
the topographic map provided to us, the groundwater was encountered at
" an elevation of about 140 to 145 ft. No groundwater table was evident
in the hard clayey Tertiary soils in Test Boring 2.
CONCLUSIONS AND RECO~I~ENDATIONS
(1) It is our opinion that there are no major adverse soil
conditions at the site that would seriously hinder preparation of the
site for the proposed pump station. The presence of variabl~ alluvial
soils to c~nsiderable depths over much of the site, however, should
require appropria~~ shoring, or sloping of~ayation sipe
walls to Qrotect against caving or slo~ghinQL-and_provide for safe!y' of
pe~el and materiel., The possible presence of a groundwater table
above the proposed maximum construction depth should also be considered
....... .""~
in connection with structural design and construction of the pump station.
(2) It is our opinion that the subsurface soils at the site
have. ~uffi ci ent stren~ antif.il2.~:t_ed foundation depth for J2ro,p_e.r
support of the anticipated structure loads.
~-----~-----------~
.. WOODWARlJ.ClYDE CONSULTANTS ®
Prbject No. 76-146 • Page 6
(3) It is recommended that an allowable soil bearing pressure
of 4,000 psf for footings at a minimum depth of 12 in. below rough ,grade, ----with minimum width of 12 in. be used in desig~ of the proposed pump' . ~
.-
station foundation. This allowable soil bearing pressure may be increased .................... . .
by one-third to accommodate loads that inciude wind or sei·smic forces.
(4) Based on the assumption that backfill against the structure _-------'~-"-_-.~ '-J ~-~---
walls will be on-site excavated materials, and that the walls will be . _.-..... ---------.......~---------~.-.' ----. --. ----. ~ -~ -.--------
re1_a~.Lr-e...s_.tr:.CLlried_ .f~2V~l!le.nt_ at the tQQ..,. it l"iS recommended that. --.
the walls,be designed to resist lateral earth pressures ~L.1?-Q..~f...,.g.9.u5~a_le.nt
( .. -------' -........ -----.-~" . ~.------~-..-..--------~
fl_u~ pressure, plus 100 psf~~-.-PJ:'_ess,YLe_.--, If the wal,ls are relatiyely
urirestrained and free to move at the top, it is.recommended that ari,
--~--------..........-....-----
equivalent fluid pressu~~f 35 pcf be used in design. Any pressures
". ._---.-. -.. --------'
due to hydrostatic forces and ext.ernaLsurcharge loads should b_e __ added ~ -.-_.-.-.... _--------.... ------
(5) For resistance to lateral loads, it is recommended that -~------~---.-
an equivalent f~id pressure of 35.0 p.cf a·nd .. a .c.o.e.ifjcient of friction
-. -. --
betweef)_,s.oj 1 and_ concrete. Clf" 0~3~_ b~ __ use_(L for _c!.e~ign. If fri ction alone
is used, a coefficient of 0.45 may be used. The upp.eT l.? in. of soils -------~ -------~-
in areas not protected by pavementLs.h.o_u1d_n.ot_b.e_.J.lsed in',_~esign for -----~--~--------------------
reSistance to lateral loads_ --------' ----------
(6) It is our opinion that the soils at the site may be
excavated with normal ripping and excavating equipment. Some,re1atively
heavy ri'pping may be required, however, for excavation within the hard
-.---~. -~-----.------~-.-, ---------:.----Tertiary clays at the deeper depths anticipated. -------------
?
•
WOODWARIJ.CLYDE CONSULTANTS ®
. Prou ect No. 76-146 Page 7
(7) It is recommended that all grading operations be observed
and compacted fills and backfills be tested by Woodward-Clyde Consultants.
A set of "Specifications for Controlled Fill" are attached for use, .if
required.
LH1ITATIONS
The scope of this report does not include construction methods
and procedures. It shoul d be the contractor IS responsibil ity to provi de
for proper excavati~n slopes, shoring, or bracing, as required, for
safety of personnel and materiel, in accordance with proper codes and
CAL/OSHA State of Califo'rnia Construction Safety Orders.
. The conclusion and recommendations made in this report are
based on the assumption that the soil conditions do not deviate appreciably
from those disclosed by the test borings and visual surface obse.rv.ations
at the site~ If variations are encountered' during grading or construction,
we should be notified so that we may make supplemental recommendations,
~---------------------.------------------~ "---~ --.--------. ------~--
if this should be required.
Evaluation and utilization of soil materials for support of
structures includes investigation of the subsurface conditions, analyses,
formulation of recommendations, and inspections duting grading. The
soil investigation is not completed until the soil engineer has been
able to examine the soils in excavations or slopes so that he may make
the necessary modifications, if needed. We emphasize the importance of
the soil engineer continuing his services thro,ugh the inspection of
gradi ng, incl uding the construction of fi 11 s, backfill s, and foundati on
excavations.
WOODWARD·CLYDE CONSULTANTS (j§).
~----' .---------------------------~--~--------~------------~--------------------------~
CARRILLO.
ESTATES
--... .-------
A portion of the southeast quarter of
.Section 24, Township 12 South, Range
4 West, in the County of San Diego.
LEGEND:
+-Indicates approximate 'location
-of test borings.
APPROX I~lATE SCALE: 111 = 400 I
SITE PLAN
Sect; on 24 19
-----~~--25 -30
CARRILLO ESTATES PUMP STATION
t_
_ T DATE: 7,9-76 -I FIGURENOq r:i\
WOODWARD~lYDE CONSUlTANTS-~ DRAWN BY: ~lRK I CHECKED BY: ,\/,vd PROJECT NO: 76-146_
r-----------------------------,--------------~-~~~-~--------
r •
Location Boring Number Elevation
DEPTH TEST DATA ~OTHER SAMPLE IN SOl L OESeR I PTION
FEET -Me -00 -DC TESTS NUMBER
-
12 110 ' 65
~
1
2
,..1
[
Very dense, damp, brown silty sand (SM)
~~
WATER LEVEL .
At time of drilling or as indicated.
SOIL CLASSIFICATION
Soil Classifications are based on the Unified Soil Classification Systl1m
and include color, moisture and consistency. Field descriptions halle
been modified 'to reflect results'of laboratory analyses where
appropriate.
'---DISTURBED SAMPLE LOCATION
Obtained by collecting the auger cuttings in a plastic or Cloth bag.
'-------UNDISTURBED SAMPLE LOCATION
MODIFIED CALIFORNIA SAMPLER
Sample with recorded blows per foot was obtained wfth a Modified
California drive sampler (2" in,side diameter, 2;5" outside diameter)
lined with sample tubes. The'sampler was driven into the soil at the
bottom of the hole with a 140 pound hammer falling 30 inches.
L..------INDICATES SAMPLE TESTED FOR OTHER PROPERTIES
GS -Grain Size Distribution CT -Consolidation' Test
LC -Laboratory Compaction UCS -Unconfined Compression Test
Test
PI -Atterberg limits Test
ST -Loaded Swell Test
CC,.,. Confined Compression
Test
DS -Direct Shear Test
TX-Triaxial Compression Test
NOTE: In this column the results of these tests may be recorded
where applica_ble.
L..-__________ BLOW COUNT
Number of blows needed to advance sampler one foot or as indicated.
'------------DRY DENSITY Pounds per Cubic Foot
L..-_____________ MOISTURE CONTENT
Percent of Dry Weight
NOTES ON FIELD INVESTIGATION
I. REFUSAL indicates the inability to, extend excavation. practically.
with equipment being used in the investigation.
KEY TO LOGS
CARRILLO ESTATES PUMP STATION
DRAWN BY: ALS I CHECKED BY:!)tl,7.A PROJECT NO: 76-146 I DATE: 6-23-76 I FIGURE NO: 2
WOODWARD·ClYDECONSULTANTS @
j'
r
e,
DEPTH TEST DATA *OTHER IN TESTS FEET *MC *00 *BC
7 no 38
5
9 97 34
10
7 103 23 GS,PI
15
• For description of symbol~. see Figure 2
e
Bo.ri ng 1
SAMPLE SOIL DESCRIPTION NUMBER
Very stiff, damp, brown silty to sandy
clay (CH) with scattered fine gravel
1-1
Dense to very dense, damp, brown clayey
medium to fine sand (SC) with interbeds
qf sand (SP)
, '
1-2 Very stiff, damp, dark brown silty clay
(CH) Po,rous
Dense, damp, 1 i glit brown clayey fine sand
(SC)
Very stiff,damp; brown silty clay (CH)
1-3 Medium densa, damp, brown to light brown
clayey medium to 'fine sand (SC) grading
to silty fine sand (SM)
LOG OF TES'T BORING 1
CARRILLO ESTATES PUMP STATION
DRAWN BY: ALSI CHECKED BY: ·l(:.<!1 PROJECTNO; 76-146 I DATE: 6-23-76 I fIGURE NO: 3' ,
WOODWARO·Cl YDE CONSUL TANTS@
15
20
25
28
17 117 49 GS,PI 2-3
UCS=6530
13 118 70: 2-4
GS,PI 2-5
12 120 8/11 11 2-6
'Hard, moist, gray-brown
Bottom of Hole
• For description of symbols, see Figure 2.
LOG OF TEST BORING 2
CARRILLO ESTATES PUMP STATION
silty clay (Cl)
DRAWN BY:I\LS I CHECKED BY~, liut I PROJECT'NO: 76-146
/ , '
I DATE: 6-23-76 I FiGURE NO: 4 I;,;])
WOODWARD-CLYDE CONSUL TANTSLW
COBBLES GRAVEL
I Coarse Fine
Mesh Opening -ins.
10 7 6 3 2 I 5 I --0
90
80
70
<!I
:z: 60
CI) CI)
0::
ffi 50
(..)
0:: ~
4-0
'30
20
I
I It -
• SAHD
CoarsJ I SI LT and CLAY Mad lum Fine
Sieve Sizes Hy:drometer Analysis
I
I 0 I 6 20 30 ItO 60 80 I ItO 200
-..;;; --o
......
"-r--"-\ "
'>.,. '. \ 10
I' I' , ,
, '0\
"
\. 20
A 2-5 ~, -\ \ ,
\ \ '\, 30
'\
\ ,
\ '\
\ \ '\
1-5 '. '\, ,
1,\ , 2-3 ,
" '\
\ " '\
"-'\ 60
-1\ \ "-.,.,
1-3 '\ "
\ ""-
\.
"-"' 70
'" ' .... ,,,,,-
.......... " ""-.. "'" .......... -.......... -..... -80' -.. ---......:. --10
o
100 50 10.0 5.0 1.0 '0.1 '0.05 ,0.01 0.005
GRAIN SIZE IN MILLIMETERS
SAMPLE CLASSIFICATION AND SYMBOL *LL *PI
1 -3 Silty to clayey fine to medium sand (SM-S ) 26 6
1 - 5 Silty fine sand (SM) Non P astic
2 - 3 Fine sandy clay (CL) 41 25
2 - 5 Silty clay (CL) 47 30
*LL = Liquid Limit
*PI = Plasticity Index
GRAIN SIZE DISTRIBUTION CURVES .' ,
CARRILLO ESTATES PUMP STATION
--
90
I 00
0.001
DRAWN ay: I\LS I CHECKED BY: \lr!. N'I PROJECT NO: 76-146 J DAn: 6-23-76 I fiGURe NO: 5 '"
,/ . WOODWARD·CLYOE CONSULTANTS(ji)
r "Proj ect No. 76-146 e
.SPECIFICATIONS FOR CONTROLLED fILL
I. GENERAL
ATTACHMENT
Page 1 of 4
These specifications cover preparation of existing surfaces to receive
fills; the type of soil suitable for use in fills; tl:1e control of com-
paction and the methods of testing compacted fills. It shall be the
Contractor's responsibility to place, 'spread, water and compact the fill
in strict ac~ordance with these specifications. A Soil Engineer shall be
the Owner's representative to inspect the constructton of fi1ls. Exca-
vation and the placing of'fill shall be under the direct i~spection of
the Soil Engineer and he shall! give written notice of conforma·ncewith·
the spec{fications upon completion of' grading. Deviations from these
specifications will be permitted only upon written authorization from
'the Soil Engineer. A soil investigation has been made for this proje.ct;
any recommendations made in the report of the soil investigation or
su~seq~ent reports shall become an addendum to the~e specificati~ns~
I I. SCOPE
,
The placement of controlled fill by the Contractor shall include all
clearing and grubbing, removal of eXisting unsatisfactory material,
preparation of the areas to be filled, spreading and compaction of
fi 11 in the areas to be fi 11 ed, and a 11 other work necessary to comp.l ete
the grading of the filled areas.
III. MATERIALS
1. Materials for compacted fill shal~ ~onsist of any material imported
.or excavated from the cut areas that, in the opinion of the Soil Engineer,·
is suitable for use in constructing fills. The material shall contain no
rocks or hard lumps greater than 6 inches in size and shall contain at
least 40% of material smaller than 1/4 inch in size. No material of a
perishable, spongy~ or otherwise ·improper nature shall be used in filltng.
2. Material placed within 24 inches of rough lot 'grade shall be select
material that contains no rocks or hard lumps greater than 6 inches in
size and that swells le.ss than 3% when compacted as hereinafter specified
for compacted fill and when subjected to an axi~l pressure of 160psf.
3. Representative samples of material to be used for fill shall be tested
in the laboratory by the Soil Engineer in order to determine the maximum
density, optimum moisture content and classification of the soil. In ad"dition,
the Soil Engineer shall determine the appr.oximate bearing value of a recom-
pacted, saturated sample by direct shear tests or other tests applicable to
the particular soil.
4. During grading operations, soil types other than those analyzed fn the
report of the soil investigation may be encountered by the Contractor. The
Soil Engineer shall be consulted to determine the sliitability of these soils.
'Project No. 76-146 e
IV. COMPACTED FILLS
1 . General
ATTACHMENT
Page 2 of 4
(a) U'nless otherwise specified, fill material shall be compacted
by the Contractor while at a moisture content nea~ the optimum
moisture content and to.a density that is not less than 90% of
the maximum density determined in accordance with ASTM Test No.
D1557-70T, or,other density methods that will obtain equivalent,
re~ults. .
(b) Potentially expansive soils may be used in fills below a depth
of 24 inches and shall be compacted at a moisture content greater
than the optimum moisture content for the material.
2. Clearing and Preparing Areas to be Filled
(a) . All trees, brush, grass and other.objectionable material shall
be collected, piled and burned or otherwise disposed of by the Con-
tractor so as to leave the areas that have been cleared with a neat
finished appearance free ,from unsightly debris.
(b) All vegetable matter and objectionable material shall be removed
. by the Contractor from the surface upon which the fill is to be placed
and any loose and porous soils shall be removed or compacted to the
depth shown on the plans. The surface shall then be plowed or scarified
to a mi nimum depth of 6 inches until the surface is free from uneven
features that would tend to prevent uniform compaction by the equipment
to be used.
(c) . Where fills are constructed on hillsides or slopes, the 'slope' of.
the original ground on which the fill is to.be placed shall be stepped
or keyed by the Contractor as shown on the attached figure. The steps
shall extend completely through the soil mantle and into the underlying
formation'materials. .
(d) After the foundation for the fill has been cleared, plowed or
scarified, 'it shall be disced or bladed by the Contractor until it is
uniform and free from clods; brought to the proper moisture content and
compacted as specified for fill.
3. Placing, Spreading, and Compaction Fill Material
(a) The fill material shall be placed by the Contractor in layers that
when compacted shall not exceed 6 inches. Each 1 ayer shall be spread
evenly and shall be thoroughly mixed during the spreading to obtain
uniformity of material in each layer.
(b) When the moisture content of the fill material is above that
specified by the Soil Engineer, the fill material shall be aerated
by the Contractor by blading, mixing or other satisfactory methods until
the llIoisture content is as srecified.
·63).'
~roject No. ~6-l46 ~ ATTACHMENT
Page 3 of 4
(c) When'the moisture content of the fill material is' below that
specified by the Soil Engineer, water shall be added by the Con-
tractor until the moisture content is as specified.
(d) After each layer has been placed i mixed and spread evenly, it
shall be thor.oughlY:' compacted by the Contractor to the specified
dens ity. Compaction sha 11 be accompl i shed by sneepsfoot rollers,
vibratory roller, multiple-wheel pneumatic-tired rollers or other
types of acceptable compacting e'quipment. Equipment shall be of such
design that it will be able to compact the fill to the specified density.
COll1p-acti on shall be conti nuous over the enti re area and the equi pment
shall make sufficient trips to insure that the desired density has been
obtained throughout the entir~ fill.
(e) Surface of fill slopes shall be compacted and there shall be no
loose soil on the slopes.
V. .INSPECTION
1. Observations and compaction tests shall be made by the Soil Engineer
during the filling and compaction operations so that he can, state his
opinion that the fill was constructed in accordance with the specifications.
2. The Soil Engi neer shall make fi,e 1 d dens Hy tests in accordance with ASTt~
Test No., 0-1556-70 .. Qensity tests shall be made in the compacted materials
below the surface where the 'su~face is disturbed.' When these tests indicate
that the density of any layer of fill or portion thereof is below the
specified density, the particular layer or portions shall be reworked
until the specified de~sity has been obtained.
VI. PROTECT~ON OF WORK
1. During construction the contractor shall properly grade all excavated
surfaces to provide positive drainage and prevent ponding of water.
He,shall control surface water to avoid damage to adjotning properties.
or to finished work on the site. The Contractor shall take reme~ial
measures to prevent erosion of freshly graded areas and until such time
as permanent drainage and erosion control measures have been installed.
2. ,After completion of grading and the Soil Engineer has finished his
observations of the work, no further excavation or'filling shall be
done'except under the' observation of the Soil Engineer.
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NOTE
NEUTRAL MUST BE SOLIDLY
THE SERV1CE SWITCH.) GROUNDED AT
)--J--)
MANUFACTURED PHASE
JC. 8 .
2CB
LEC.END
AAL· AIR COMPRESSOR ALTERNATOR
AC AIR. CoMPRE550R
Al PUMP ALTERNATOR
8 VENTILATING BLOWER
CB CIRCUIT 8R.EA1<.£R.
CR, CONTROL R.ELAY
D DEHUMIDIFIER
ES ENTRANCE SWITCH AUTOMATIC
FS FLOAT SWITCH
HU HUIVllDISTAT
l.. STATION FLl.!ORESCENT L !GHT
M MOTOR STARTER
MS /VIANUAL SWITCH
DL OVERLOAD CONTACT I COIL
PS PRESSURE 5w1TCH
PT
RT
SP
SS
MC8
c
HL HIGl-4 LEVEL
LL Low LEVEL
HW HIGH WET WELL ALARM
PE:RC.ENTAGE T1tvr£ R
RUNNINGt (ELAPSED) T1ME MET£R
SUMP PuMP
5£L£C.TDR Sw1rc1-1
A Auro ·
H HAND
0 OFF
MAJ('/ c1/ICUIT SNEAKER
Aoro-PHAS E. CON TAC. TOR
(t1or st s~ t-)
JM
2M
IOL
r-0----t SH P
2DL
L. 2.
PUMP MOTOR
No. I
PUMP MOTOR
No. 2
1/•0/1.2.0 -ro coNTROL.S
NBOEFTOERE STARTING, MAKE CE.RT~IN THAT THE
2 "' N 1S BETWEEN VOLTAGE ACROSS WIRES L "'
105 6 135 VAC.
W1 R. E NoT£5
I, WIRING BELOW 150 V. /5 CONTROL AND IS
TAGGED As INDICAT£D.
2. W1R1NC, ABOVE 150 V, Is Pow£~ AND Is
Nor TAC.GED.
3. NEUTRAL (N) 15 WHtTE.
4. (,ROUND (C::) 15 WR£EN.
5. LAST WIRE NUMBER USED :J.!j
WIRE NuM8ER.5 Nor USED
#
It --<>-
)( x
------
TERMINAL BLOCK ( CoMPDNENTS EXTERNAL OF PANEL).
DEVICE TER./V/INAL CoNNECTION
WIRING. EXTERNAL OF PANEL
FIELD CONNECTIONS
# -TERMINAi.. ID£.NTIFICATION NUMB£R
,-.,
-------------~
3CB ...----.....
4CB ...----.....
ICR.
" 4
'·: /!' ) . ' i
J
' ) : ,.., ''/ ,·. /·'' ( / / ~ ',
N
z 2 I
G
3 L
4 4 o..-r'<::i--------·----------------------------tPTI---•
fJCB ,---....
PT
s
/CR 5 3
2MS
7
AAL
AAL
/M
PS/LL AL
13 2 3 14
AL
// ID
AL IZ PS/HL II lb
17
4
4
8
9
H·O·A
(o--~ _ _,_ __ xoo
I .I
H-O-A
ISS
C.oNv€Nt£NCE.
0UTL£r
15
s
4
9
ID
N
N
( o-----.a-----18"--------<&H C.l/P. H;i-..
-~--XOo
255
oo><
3t~ " ,, _/;:'\___ -,,
.__-o-i' ~~ -----------~---------------+-~
JtR. IOL
1111---o'>i " J s ~ ~ IM i---•
~CR
PS/Hvl as 15 0 " 0-----------------JI----- - - ----~ .... ~---_"',/
1/t.Of!3_9·0CAL ALARM
DEV/clt{NOT BY Sf L)
"
IMS I
I L _____ I
-. ·~. ~'? £~-
BILL OF MATERIAL
TOTAL.
WT, coot YVT. I!'. ....
5TATIDN LIC.HT5
TERMINAL STRIP SCHEDULE
THE DESIGN AND DETAIL OF THIS DRAWING IS THE PROPERTY OF SMITH & LOVELESS, INC. AND IS NOT TO BE USED EXCEPT IN CONNEC·
TION WITH OUR WORK. DESIGN AND INVENTION AIGHTS ARE RESERVED. DIMENSIONS ARE IN INCHES UNLESS OTHERWISE NOTEO.
c ... r <.
> , "~ H. M. w. t./13
<
w • • a
SC,t,l[
O"tl ::llNA\..
ISSWE
NDNE
"L :..0,..,. "-el~
'01,(i'?_..~(E:>
OEC•M•i..S
CODE.
9
'""CARLS .8
Smith&
Loveless, Inc.
WIRING, DIAGRAM
2-Putv1P STATION
SlZE. U M
S(°"l"l.. C·RWG.
NO. og-79g4 «O. DOZ-7181./-30
' ' ; " ' . .
-~
4'-2" ---+-.------10'-o"------------.--.,..· .... -------5'-6'' ---·~ /._:.... r Min. Min. With 6 1-011 Dia. Wet Well ~------c-J.---f.~~M .. ·
~---~-------+----=---:--:---:-----·----::;::::---t~---==':::::7.,c_ _____ ~
Bubbler Line~ ~
/ { -.......... (See Note One)~~__,..../_ ////! I '::..--'\ -~ -l 1 \3 ~--4--1+---/~/,,,_ __,_: -i::~-~=-~"-\ I b-~~~
s'-o" --4--4( ___ __.;-+ .. !,.--------..,),__~--.-. -----·--+ -{} ·--__ 1 ... -i.--+----+--t
4'-0" I I I I 5•-21 . . 1~.---\" __ L h---;;l1_l -r-4---fl ~~---d-~L-----: 214" .
-•---+!--Y.--:: I
....... / / ,,.___J ..._..._"-.,.,.--"""""" -
1
21-411
I
17 lb. Magnesium Anode Pack
One Each Side Of Station "ti"'lt.1 ' ·Ir, '.f. ,
\ I I
(2 Furnished By Sa L) 1'(1 1/'/1
· ·. · Utility Pole··~·· · /l'.l/:1·.
. (NotBySS,L)· · ~i,1
. l ) J·
.. Service Entrance Switch l',\i·1\
. (NotBySSL) (·J;i
'
f Fib.erglass Cover·
~ ..
Intake
Air Ducts
///
~--L-------+------------------~--i----.-cc~· .. ----·-----"----.----r----~-~=-=-~-~-~o=---~
+ ·~ I l:...U
Service Entrance
Conduit To Station\
(NotBySSL) . \
SETTING PLAN
Elev. 333. o Grade
. I I
Lifting Loops
(One Each Side)
II Maximum Frost Line Plus 6 -
I • ••• . '
2'.-0" 0 Entrance
M. Tube 1n. . ,, ,, -0 I
O· '-Discharge
-Air Duct
I~ ~ ,\ ~ t ·• • · • '.'Ii. ''/\' \ ·~ -:,.1,)."I>_ ~ · 11 ... \ ·~1.:-1~-,,
NOTES:
I. See Installation Instructions For Bubbler Line Details.
2. Station Height Based On Service Entrance Conduit
Sized For Copper Conductors.
3. See Engineer's Plans And Specifications For Details
Station Must Be
Externally Grounded
Ground Wire S Rod
(Not By SSL)
Of Wet Well, Concrete Foundation, Grout Under Station,
And Electrical Service.
. ., •. , •• , ' •. 0 •. t:.-_ .-:::-.-:-. ·=-=-: · .• ~,,,,. .. :'!'r'~~:>">,':!l'l,... ~--t-T.~r.r:,,.,>z",,/,::w.!J'Jl,('P_ : ' '11111'1';:l"~'-'l\'i., '712.,~~1-'
''4-~hr.:;"'j .0 • o 1 • • • ,, .. .' f' •. T~'"'*? -"-.-:\,~). ,',.,.~ul/' \,..~, -'~ • • . • . " t--~+-t 3" I---"---__. '· •. '·o ·-• . ~~u< ~' 'v j.,,,_,\ . ,,...,._ '? ,, /~~f :• :··:.:: o · ~.·.·.~.·';~.ft!':::. ·====·'...--1'·:.t ~7·' ~-... 1'~ . '-1 Dia. Plain End Steel 'iB.Z.A PUMPS WITH S H.P
I I ' • • • ...
.._!_ . ' '
I • . I --1,.---------:=-/"\-I I ~-_. -~---'1.,.,.--=--.. -----: /::::;-z~;=-=-;="=11='-\~~~~~~:::; ..... _-_-__ :.__._'
· 21 Plug_.,......-: 7 · -.-
, 111 3" 1" (Not By SSL) -x-x-Tee 2 8 2
(Not By SSL)
I /I lf -0
3"
c _·_· -
.. '
8 Bubbler Pipe
(Not By SSL)
_._ _____ __._ _ __._~_ ..... n.__,.~1u------Discharge Pipe
-,-------'---ir--...--r---rr'lr-------.,....
-0 -r---l1,__,.,~_: -----[r-S S L To Here
-1 II 1----~~~,=::t=~===ft===========+=-t=--~~~~-~-~-r'-1r-·~~~~i11 ~i Min ~ \ . -
l II ~ Flexible
Bubbler Line
(Not By S 8 L)
0 ~\S:; 1 ,j~~~==r===;;~b·~ri=-rl I I I • I
l u e
Fluorescent Light
,,, .. · """'\
1110 R_.PM., 3/60/~/VOLT MOTORS
~~.) L_ ,l _
" 4 D!SCHARQE
'f II SUCTION
Pipe S Gate Valve
Gate Valve
Base Beams
e E. lev. .-:t,., 0
(~ ---~lCD·
Bub bier Line /ii-----+---+--r-1. -----
a'-olt
Dia.
~----<-- ---
I
5'-0"
•
Elev. 311.0 ~,_ --(£ Suction
I./" Suction 2 1-0 3
4
e Elev. 314. qy
II
T
" -.
' .
= =---= I' 0
9
p
p
0
0
" p
p
' :~
.:::t' ... .,
Anchor Sump
Line To Wet
Well Wall
" 1a sump Pump
Discharge Piping
(Not By SSL)
0
0 Ventilating
0
Control Panel/
Ladder @
0 · w/SAFE-T·CllM8 ~~g~~~ FALL PREV£rlTIO>I '!z: o tv1 c. e..car .sf.1.)
0
r-1
I I
L-.J
a'-o"
Dehumidifier
3811 Above
Floor
; Blower~ r
0 ,---1:1\~=~=l =!==='~tf~I ,/((/ 'i01f~ 1" Approx. j
. ~ ~ )i I ~ 9"
Min.
2'-11"
Min.
Lf "Common Discharge Pipe
~ -~ . {_) '
------>,.->.-----HI/_=------~-----__ -~.!1------tt./t-----t-+--tt--1+--1---+H-~ --++++--+---+-/ -, /Grout
!'\\ , :":~;:.~(lid .a , , -_/ 1 v (Not By SSL) ::::::! · i, p,<-i; ifi'a;)-/(; ,:ir· m , .;" J I S w --See Note .3.
~ . -• ·J ,, · ump ',, + \ \lv\.PF--~Jc:•Atc..Hi ·· ). 'i Dia. Plain End -"' '-/ ""' ~ -
' ·· ' '1 .• ·A~~-~ Steel Suct1·on ·!~P~u:m;p:)·~~~~~~~~~~~~·~~~J-!-~~~~~~~··.·.. . . 2Ao 9ee TY PI.CAL WE T WELL ~ . u _ II" O O ~ THE oesiGN AND OE TAIL OF THIS DRAWING ts THE PROPERTY OF SMITH & LOVELESS. INC. AND 1s Nor ro a·e useo EXCEPT 1N CoN-NEC· I,,.,.,., I •. •• •• -TION WITH OUR WORK.· DESIGN ANO INVENTION RIGHTS ARE RESERVED. DIMENSIONS ARE IN INCHES UNLESS OTHERWISE NOTED.
(Not By SSL) I • . . Pipes(By SSL)-l ~---p'~._ <·:_:= 1" a ouw•"' ;i" :o',',o.::~':. ~:@Smith&
STATION PLAN
, .', .~, •,. 11 u 1~ "~ 11-----..) .· (~-----) . .·::.::. 102 rl" t-'---l-'-t-'~·--i--;; ~~!:.~~· 8.3 -•• -.c--,0 -.,,_ __ d.:l.~·=';::;,...,!:l~O~Ve~l~eS2,;S~ln~C;... ---1 ~ ~ • ~ "' I I --•. • • w c.,/;; ntjc_.. '0 • CARL A
r-_L_:__l_:_:_ ______________ ~.--~·~-:1._.!,_. _:_L_..;.. ________ _u __ J1::~=·u.--i!==:=====:============:;::c:i:::·:;;;·j;. ;;;;;;;~~~===}=, 0~ i--=Lo.._o_u_. --+--e>----1· O<C•MA'" a'-o" DIA. Du PLEX
, ·~ -. .' ~ o • 9 T b;~; .nk.,,,
Sloping Blocks •.Q_ 0 ,. ~~1--_,,__.'---'"E---1 :;:· ,____S_E_W_AGE LlfT __ STATION
(By SSL) \ • : .. 00 SC"I NQN SOU v'" £A "'
COQI: C>lflWQ
MQ ))08-?'IBL/-I
... FOUNDATION (NOT BY S 8 L)
.
,._ Olt!QIWAt.
~ 1stul ·' . . -.. -._ ' . "' . .. / , .
"" J. . f • I'-._,..,._ •••• ,--: .. -·-·-'" ~.•·.··0'~·,,,~,,.,.it:l:,,,,;:·--.... "'.'''·'··,.. '· ,-·.' ··r··, ·1 ' . ....._ · '1' ;_p;;~ .. '. ·,·:if: ~ ' wt r •
tL! -·.+1 ________ ;..._ ____________________ 1 _______________________________________________ __, ___________________________________ __. ________________________ _,
Ir
I i
3/60/460VOL T
SERVr C.E
G ..---, LI L2 L3
I I I
I I I I I
I
I
I
~) A) ~)Mes
( ; ' I ~· ,
•J
I I
r
I
I
I
_j__ -
I
I I OL
-
,
-
2CB 2M 2 OL
~~
I I'----<>"
,---~ ~I ----<">-"
,--··~
-
TC Ej
/'-~ 111 )Cf
PUMP MOTORS
15
HP NO. J
NO 2
-.X'<:>-----o-..---<:'"""""----.,------~x i ~
1<3 V6o/t20VOLTS TO CONTROLS
)( N
-----------1/60/12.0VA.C FROM TRANSFORME:R.---------~ ...
3CB ,--...,.
!CR 3 5 3 '---------<>-~ P---------=----"""*--+-<>
R(
4
PT
....._--------t+:----
2.
L
4 ICR b
------0-j ~---'---------.=-5---,.....------~-ftl 5
see ,..---.,.,. ..__'° <>-.X'O>----------·------·--------6
GCB
,----...... 7
"----0 ~
2MS ,,,,
/~ . -{_)' o----.
------------··· -·--. -··--·-·· ·-----. --
6
8
AAL
i~
G
H
G
NOTE: /.IZ )(2 N I
'--6---*-----'--. ---N
I
I
•
F!ETORE Cl.OSING ANY SINGLE:
i" c <. E C I RC' I.I I T 8 R £ A K f R , M A K [
• .... :.·. •?TAIN T;IAT THE" VOL TACE
r::OSS WIRE 5 X .: N 1$
I \VE.EN 105 ( i35VAC
LEGEND '_,_,, _________ ·-----·-----
,. ·\L. AIR COMPRESSOR AL TE RNA TOR
.-. C AIR COMPRESSOR
/_.,,1 PUMP ALTER.NA.TOR
L.I VENTILATION BLOWER
LB CIRCUIT BREAKER
CF~ CONTROL RELAY
D D£HUM101F'JER
LS ENTRANCE L.10 SWITCH
;:S FLOAT SWITCH
liU HUM10/5TAT
k4 X4
2. KVA
TRANSFORMER.
WIRE NOTES
J. WIRING BEL.OW /SOY. IS CONTROL
AND TAGGED AS INDICATED.
2. WIRING ABOVE. 150V. 15 POWE.R
AND NOT T AGC.ED.
3. NEUTRAL (N) JS WHITE.
4. GROUND (G) IS GREEN.
5. LA5T w1kE NUM6ER USED _2_2.. __ _
WIRE NUMBE"RS NOT USED-----
"
L. STATION FLUORE.5CENT L1GHTS
t
.
ii'!', • \.o
M MOTOR STARTER
MS MANUAL SWITCH
OL OVERLOAD R£LA~
PS PRESSURE SWITCH
HL HIGH LEVEL
Hw HIGH WET WELi... l\LARM
LL LOW LEVEL
RUNNING TIME: M~TER.
PERCENTAGE "'ON" TtME:.R
CONY EN /ENC£ RE CE PT AC.LE
SUMP PUMP
SELEC TDR SWITCH
A AUTO
H ~AND
0 OFF
MAIN C.1 l<CUI T 5 REA KER
#
--O-OEVICE TERMINAL CONNECTION ..
)( TERMINAL BLOCK (COMPONE:NTS
EXTERNAL OF PANEL)
( # O.E:.NOTES TERMINAL IDENTIFICATION
NUM8ER)
----D£NOIES F/E"Ll> INIRll'J<i (Nar SY S~L)
I
-------------······-····-'-_,._ .. ---------..,I f---1_0 ___ ~'~"-+11 l~l---1<1-_.
IM
2 M---·---j f-----·-1 3M S
----1 r··-----····----~---·--··~Y/··~-·---· --·· ...... ~---·--· -·--·--~r---
I
AL 3
PS/LL
/3 t
I I
I )--{r-1
I i . , 255
H ·O· A.
r
2 OL ~o : ,n I J
7.__ __ Po-..S_f~_I' I r-ot·
~~~~J!_
7
-/ 16 ~-~·-,0-0--,-------'t-...t-.a~ 2M
..... ---u-1<r----_J oo•
l 1
i.._2_1 _____ ....,_~I __ 2_2_,l y
FOR CUSTOMER USE"
i---~N G
NOTE; VIEWED PLUG £.ND
(TYPICAL, All PLUC.5)
i--Es-~l
I I
,.......~•t---4 I
I MS I
I
L _____ .J
N N N N
TERMINAL STRIP ?_~_fj_EDULE
TBI
N 9
[!EE]
TBZ
JO 7 8 11 12 14 JS 17 18 19 20 6 5 s 4 4 2. I Z.I 22
,.
QUAIL RID~£ PUMP STATION" 7838-01
THl Ot -,1,;~ Ar-.;o-n~ r A.IL ··1f r1c>; oq.._,.._,.,.,; ,; T1-1l i:iq . .>f'>.., r .-, ~ -.,M, ~ .... 1 1.,. i •-'> .... l. ,\...,{) ,,., \it)r ro ~H ._.,t ll !: 'l~fi>r 1"-i CO~ll<FC
r1(1 ..... ,..,,~.1 DUR .. ..,OHK. OES1c ...... A~O l ..... j-... Tlt11\i i<·•,HT·; ;,.µ~ ~!\.,f->l·.t!l ' ... H •• -, .. ~.-, .lHt ...... (.>t!S \J\i:..f";S t)•HfHO•S.f ""fJTFO
0
··;_ • • ··""'"' ~-·[t> Smith& jD5tz4~~·-'~':_"_:;_~" · · ... <,. u,. ~-..,;·,...· ,..---.,..· ""'F"""".;;;L;.,:;o.;.v.;;.e~le:;.::s:;.::s;.i.;;.ln~c~. -~----4
'\., ··• CARLSBAD C.ALI FORN/A ---__ j.-_....;...._;_ __ .;......µ._.;. __ ....;.... __ "'-'-__ --t
i: ICI"° •. S
"\.; SCHEMATIC. WIRING DIAGRAM
-;,-;;-:-;·,·-3/6o/4GOVOLT 2 PUMP STATION
\, ---·---····-·· ----.----.------1
v .. EA WT.
:·· ·· os-7<}82 :':.'" Do8-7'JB2-30:
/