HomeMy WebLinkAbout; Stagecoach Park Grading; Stagecoach Park Final Report Mass Grading Operations; 1985-12-05u
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES DURING GRADING OPERATIONS
FOR
STAGECOACH PARK
CARLSBAD, CALIFORNIA
For
CITY OF CARLSBAD
Carlsbad, California
By
GEOCON, INCORPORATED
San Diego, California
December, 1985
INCORPORATED ENGINEERS AND GEOLOGISTS • CONSULTANTS IN THE APPLIED EARTH SCIENCES
File No. D-3480-J02
December 5, 1985
City of Carlsbad
1200 Elm Avenue
Carlsbad, California 92008
At.ten.tion,; ,...,.,,,<Mr»,,Jiro,,.Me.Lean
Subject: STAGECOACH PARK
CARLSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES DURING MASS GRADING OPERATIONS
Gentlemen:
In accordance with your request and our proposal dated September 25, 1985,
we have provided testing and observation services during the mass grading
of the subject subdivision. Our services were performed during the period
of October 23 through November 21, 1985. The scope of our services
included the following:
• Observing the grading operation, including the installation
of subdrains and the removal and/or processing of loose
-..topsoil and^-alluvial soil.
« Performing in-place density tests in the placed and compacted
fill.
• Performing laboratory tests on samples of the prevailing soil
conditions used for fill.
• Preparing an As-Graded Geologic Map.
• Preparing this final report of grading.
General
The grading contractor for the project was H & A Construction. The project
plans were prepared by Rick Engineering Company and are entitled "Grading
Plans for Stagecoach Park Site" with latest revision dated October 6, 1985
and a City approval date of August 28, 1985.
• 9530 DOWDY DRIVE • SAN DIEGO, CALIFORNIA 92126 • PHONE (619) 695-2880
File No. D-3480-J02
December 5, 1985
The project soils report is entitled "Geotechnical Investigation for
Stagecoach Park, Carlsbad, California" prepared by Geocon, Incorporated and
dated July 5, 1985.
References to elevations and locations herein were based on surveyor's or
grade checker's stakes in the field and/or interpolation from the
referenced Grading Plans.
Grading
Grading began with the removal of brush and vegetation from the area to be
graded and the material was then exported from the site. Loose topsoils
and loose alluvial soils in areas to receive structural fill were removed
to firm natural ground.
Prior to placing fill, the exposed natural ground surface was scarified,
moisture conditioned and compacted. Fill soils derived from onsite cutting
operations were then placed and compacted in layers until the design
elevations were attained.
As directed by the on-site superintendant, no observations of the grading
operations or testing of fills was performed by our firm in the creek area
or westerly of the creek area. This uncontrolled fill area is indicated on
the as-graded geologic map included herein. An approximately 1-foot-thick
layer of topsoil material was placed in the ball field area.
During the grading operation, compaction procedures were observed and in-
place density tests (ASTM D1556) were performed to evaluate the relative
compaction of the placed fill. Field observations and the results of the
in-place density tests indicate that the fill has generally been compacted
to at least 90 percent relative compaction. The results of the in-place
density tests are summarized in Table II. The approximate locations of the
in-place density tests are shown on the Site Plan, Figure 1.
Laboratory tests were performed on samples of material used for fill to
evaluate moisture-density relationships, optimum moisture content and
maximum dry density (ASTM D1557-70, Method C), expansion and shear strength
characteristics. The results of the laboratory tests are summarized in
Tables la, Ib and Ic.
Slopes
Both cut and fill slopes have inclinations of 2.0 to 1.0 (horizontal to
vertical) with maximum heights on the order of 20 feet and 24 feet,
respectively. The fill slopes were periodically backrolled with a sheeps-
foot compactor during construction and were track-walked with a bulldozer
upon completion. All slopes should be planted, drained and maintained to
-2-
D
File No. D-3480-J02
December 5, 1985
reduce erosion. Slope planting should consist of a drought-tolerant
mixture of native plants and trees having a variable root depth. Iceplant
should not be used on slopes. Slope watering should be kept to a minimum
to just support the vegetative cover.
Finish Grade Soil Conditions
During the grading operation, our observations and test results indicate
that granular soils were placed within at least the upper 3 feet of finish
grade on fill lots. The laboratory test results indicate that the
prevailing soil conditions within 3 feet of finished grade on each building
pad have an Expansion Index of 35 or less and are classified as having a
"very low" to "low" expansion potential as defined by UBC Standard Table
29-C).
Subdrains
Subdrains were installed at the general locations shown on the approved
Grading Plans. The subdrains were "as-built" for location and elevation by
the project Civil Engineer.
Buttress Fills
A buttress fill or deep "shear key" was placed in the slope area in the
western part of the site as recommended in the referenced geotechnical
report. The buttress excavation was observed by the project geologist
during construction. In addition, a deep key was made in an area of "soil
creep" in the north—central area of the property. The buttress and deep
key areas are indicated on the as-graded geologic map included herein.
Soil and Geologic Conditions
The soil and geologic conditions encountered during grading were found to
be similar to those described in the project geotechnical report. Materials
of the Delmar Formation were exposed in the cut areas. The enclosed
reductions of the approved Grading Plans depict the as-graded geologic
conditions observed. The approximate locations of subdrains, buttresses,
deep keys and "uncontrolled" fill areas are also indicated. No soil or
geologic conditions were observed during the grading which, in our opinion,
would preclude the continued development of the property as planned.
-3-
File No. D-3480-J02
December 5, 1985
CONCLUSIONS AND RECOMMENDATIONS
Based upon laboratory test results and field observations, it is our
opinion that the prevailing soil conditions within 3 feet of finish pad
grade in the building area consist of "very low" to "low" expansive soils
as classified by UBC Table 29C.
We recommend the following foundation and slab design criteria for the
proposed structure.
Foundations
1. Conventional spread and/or continuous footings founded at least 18
inches below lowest adjacent grade in properly compacted or dense
undisturbed "very low" to "low" expansive soil may be designed for an
allowable soil bearing pressure of 2,000 psf (dead plus live loads).
Footings should have a minimum width of 12 inches. This bearing pressure
may be increased by up to one-third for transient loads such as wind or
seismic forces.
2. All continuous footings should be reinforced with at least two No. 4
reinforcing bars, one placed near the top of the footing and one near the
bo t torn.
3. Concrete slabs-on-grade should have a nominal thickness of 4 inches and
should be reinforced with 6x6-10/10 welded wire mesh. The slabs should be
underlain with 4 inches of clean sand and, where moisture sensitive floor
coverings are planned, a visqueen moisture barrier protected by, 2 inches of
the sand cushion should be provided. Great care should be taken during the
placement and curing of concrete flatwork to reduce the potential for
shrinkage cracking.
4. Footings should not be placed within 7 feet of the top of slopes.
Footings that must be located in this zone should be extended in depth such
that the outer bottom edge of the footing is at least 7 feet horizontally
from the face of the slope.
5. No special subgrade presaturation is deemed necessary prior to placing
concrete, however, the exposed foundation and slab subgrade soils should be
sprinkled as necessary to maintain a moist condition as would be expected
in any such concrete placement.
Lateral Loads
6. The passive pressure exerted by an equivalent fluid weight of 300 pcf
should be used to provide resistance to design lateral loads. This design
value assumes that footings or shear keys are poured neat against properly
-4-
D
File No. D-3480-J02
December 5, 1985
compacted granular fill soils or undisturbed formational soils and that the
soil mass extends at least 5 feet horizontally from the face of the footing
or three times the height of the surface generating passive pressure,
whichever is greater. The upper 12 inches of material not protected by
floor slabs or pavement should not be included in design for passive
resistance.
7. If friction is to be used to resist lateral loads, a coefficient of
friction between soil and concrete of 0.35 may be utilized.
Retaining Walls
8. Unrestrained retaining walls should be designed to resist the active
pressure exerted by an equivalent fluid weight of 35 pcf. This value
assumes that granular onslte material will be used for backfill, that the
backfill surface will be level, and that no surcharge loads will be acting
on the wall. For walls with backfill surfaces inclined at no steeper than
2.0 to 1.0, an active pressure exerted by an equivalent fluid weight of 45
pcf should be used.
9. For walls restrained from movement at the top, such as basement walls,
an additional uniform horizontal pressure of 7H psf (H equals the height of
the wall in feet) should be applied in addition to the active lateral
pressures given above.
10. All retaining walls should be provided with a backfill drainage system
adequate to prevent the buildup of hydrostatic forces.
Site Drainage
11. Adequate drainage provisions are imperative. Under no circumstances
should water be allowed to pond adjacent to footings. The lots and
building pads should be properly finish graded after buildings and other
improvements are in place so that drainage water is directed away from
foundations, concrete slabs and slope tops to controlled drainage devices.
Any additional grading performed at the site should be done under our
observation and testing. All trench backfill material in excess of 12
inches in depth should be compacted to at least 90 percent relative compac-
tion. This office should be notified at least 48 hours prior to commencing
additional grading or backfill testing.
-5-
File No. D-3480-J02
December 5, 1985
LIMITATIONS
The conclusions and recommendations contained herein apply only to our work
with respect to grading, and represent conditions at the date of our final
inspection, November 21, 1985. Any subsequent grading should be done under
our observation and testing. As used herein, the term "observation" implies
only that we observed the progress of the work with which we agreed to be
involved. Our conclusions and opinions as to whether the work essentially
complies with the job specifications are based on our observations,
experience and testing. Subsurface conditions, and the accuracy of tests
used to measure such conditions, can vary greatly at any time. We make no
warranty, expressed or implied, except that our services were performed in
accordance with engineering principles generally accepted at this time and
location.
We will accept no responsibility for any subsequent changes made to the
site by others, by the uncontrolled action of water, or by the failure of
others to properly repair damages caused by the uncontrolled action of
water.
If there are any questions regarding our recommendations or if we can be of
further service, please contact the undersigned.
Very truly yours,
GEQtlpN, INCORPORATED
JaWes E. Likins / Michael R. Rahilly H. Tom Kuper
17030 / RCE 28188 CEG 1137
MRR:JEL:lm
(4) addressee
-6-
C R P I- H G NOTES
A PERM} Tj FROM THE CITY ENGINEER BILL BE REQUIRED FOR ANY WORK IN THE CITY RIGHT OF HAY.
APPROVAL OF THESE PLANS 8V THE C1TV ENGINEER DOES NOT AUTHORIZE ANY. .WORK OR GRADING TO
8E PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS SEEN OBTAINED AND.A VALID GRADINGPERMIT HAS SEEN ISSUED.
\"
ALL OPERATIONS CONDUCTED ON THE PREMISES. INCLUDING THE WARMING UP. REPAIR. ARRIVAL.
DEPART*!* OR RUNNING OF TRUCKS, EARTHHOVING EQUIPMENT. CONSTRUCTION EQUIPMENT AND ANY
OTHER ASSOCIATED GRADING EQUIPMENT . SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND
SUNSET EACH DAY, MONDAY THROUGH FRIOAV. AND NO EARTHIWVUS OR GRADING OPERATIONS SHALL
U CONDUCTED *M T|C PREMISES ON WEEKEMQS OR HOLIDAYS. EXCEPT AS MAY BE APPROVED BY THE
EN6INEEH TO MEET fNE CONSTRUCTION SCHEDULE.
'ALL OFFSITE HAUL"»ObTEi SHALL BE SUBMITTED BY THE CONTRACTOR TO THE'CITY ENGINEER FOR
)APPROVAL PRIOR TO BEGINNING OF WORK.
& |IM»8»T MATERIAL SHALL. BE OBTAINED FROM, AND WASTE MATERIAL SHALL 8E .DEPOSITED AT, A
• I Ljj*t Wlf APPgOVEa 81 THE CITY ENGINEER..
«. A PMCONSTRUCTION CONFERENCE SHALL BE HELD AT THE SITE PRIOR TO BEGINNING OF WORK AND
SHALL BEiATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION.
SUPERVISION, TESTING ANO ALL OTHER ASPECTS OF THE WORK.
NO TREES ARE TO BE REMOVEDBRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED.
UNLESS SPECIFICALLY NOTED ON THE PLANS.
ALL AREAS SHALL BE GRADED TO DRAIN. PONDING OF WATER IS NOT PERMITTED'.
ALL GRADING AND DETAIL WILL BE IN ACCORDANCE WITH THIS PLAN. THE CURRENT CITY OF
CARLSBAD STANDARDS AND SPECIFICATIONS AND GRADING ORDINANCES 3032 AND 8063.
CONTRACTOR SHALL PROVIDE EROSION CONTROL MEASURES TO CONTROL SOIL MOVEMENT SATISFACTORY
"* I TO THE CITY ENGINEER. IN THE EVENT THE SITE IS EXPOSED TO EROSI ON"DURING THE PERIOD
—~-t FROM NOVEMBER 1ST TO APRIL 15TH SPECIAL EROSION CONTROLS MAY BE REQUIRED. EROSION CON-
I |TRiL MEASURES SHALt INCLUDE. BUT ARE NOT LIMITED TO, SLOPE PROTECT ION,. ST ILL ING BASINS.
SANDBAGS, AND STORM DRAINS. AN EROSION CONTROL PLAN WILL BE REQUIRED BETWEEN OCTOBER
• 15TH AND APRIL 15TH.," .
It. . ALL SHALES AND DITCHES SHALL HAVE A MINIMUM IX SLOPE.
A MULCHINS AND FE.atIL}WION, IHZSEM MIK SHALL BE 1001 ANNUAL RYE GRASS APPLIED AT A
.RATE," OF "IM" POUNDST P.ER' ACRE." ^ - - THE MULCH SHALL BE APPLIED
MT-4.CfS.VtltM TiODO FOUNDS PC* ACM ANO THE FERTILIZER AT NOT LESS THAN 1,000 POUNDS P
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL
ROUTES OR ADJACENT STREETS AS A DIRECT RESULT OF THE GRADING OPERATION.
IAS SOON AS GRADING IS COMPLETED, - AREAS SHOWN SHALL BE STABILIZED~BY' HYDRQSEEOING.
AT
PESACRE UflUESS OTHERWISE SPECIFIED AND APPROVED BY THE CITY ENGINEER.
SHORT TERM OUST PROBLEMS ASSOCIATED WITH CONSTRUCTION SHALL BE MINIMIZED BY PROPER USE
OF DUST SUPPRESSION MEASURES DURING GRADING OPERATIONS.
ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A SMOOTH AND UNIFORM SURFACE OR
CROSS SECTION/ THE SUE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. (ALL STONES.
(ROOTS. OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A LEGAL SITE. APPROVED 8Y THECITY ENGINEER
THE CONTRACTOR SMALL MAIMTAIN THE PLANTING AND EROSION CONTROL MEASURES DESCRIBED ABOVE
UNTIL RELIEVED OF'SAME BY THE CITY ENGINEER. THE DEVELOPER SHALL PICK UP AND REPLACE ON
• A THE SLOPES ALL MATERIAL INTERCEPTED BY THE SAND BAGS ANO STILLING BASINS AFTER EVERY
' RUN-OFF PRODUCING RAINFALL-EROSION CONTROL MEASURES WILL BE LEFT IN PLACE AND INTACT AT1THE .COMPLETION OHWORK. ~
^EITHER THE CITY NOR THE ENGINEER OF WORK WILL ENFORCE SAFETY MEASURES OR REGULATIONS.
|Kt CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, ANO SHALL BE
SOLELY RESPONSIVE FOB CONFORMING TO ALL, LOCAL. STATE AND FEDERAL SAFETY AND HEALTH STAN-
DAJIOi. LAWS ANO REGULATIONS. ,
THE CONTRACTOR SHALL VERIFY THE EXISTENCE ANO LOCATION OF ALL UTILITIES BEFORE COMMENC-
ING WORK.. NOTICE. OF PROPOSED WORK SHALL BE GIVEN TO THE FOLLOWING AGENCIES:
I7
EgQ GAS 4
.BElLiUNDERGROUND SERVICE ALERT:
SEWER; LEUCADIA MTER JTR.CTATER: OLIVE.NHAIN MUNICIPAL WATER DISTRICT
id
I
JALL FILLS TO BE COMPACTED TO 90S RELATIVE COMPACTION UNLESS OTHERWISE DIRECTED BY SOILS
: ENGINEER.
PIPE, BEDDING AND TRENCH COMPACTION TO BE AS DIRECTED BY SOILS ENGINEER.
GENERAL EROSION CONTROL
1.
2.
IN CASE EMERGENCY WORK IS REQUIRED, CONTACT POLICE DEPT. AT 438-5511
e'fcc.
EQUIPMENT AND WORKERS FOR EMEHGENCY WORK SHALL BE MADE AVAILABLE 41 ALL TIMES DURING [HE
SAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCA-
TIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAJN IS EMINENT.
DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE PUBLIC
WORKS INSPECTOR.
THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATIS-
FACTION OF THE CITY ENGINEER AFTEK EACH RUN-OFF PRODUCING RAINFALL.
THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY
THE CITY ENGINEER OUE TO UNCOMPLETED GRADING OPERATIONS OK UNFOHESEEN CIRCUMSTANCES
WHICH MAY ARISE.
THE CONTRACTOR SHALL BE RESPONSIBLE ANO SHALL TAKE NECESSARY PRECAUTIONS 10 PREVENT
PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION.
ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPO-
RATED HEREON.
GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE
CONCLUSION OF EACH WORKING DAY.
ALL REMOVEABLE PROTECTIVE DEVICES SHOWN SHALL 8E IN PLACE AT THE END OF EACH WORKING DAY
WHEN THE FIVE-DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT.
/VOTE: #£AVY
TYPICAL CONCRETE
GUTTER A
TYPICAL 60'
GRADING SECTION
PXK3K TO EXCAVATWM.
MOTS: fOAD FVMT., SVBBAGe .cure. 6urr&<$ G/oewut M/.C A
VICINITY MAP
NO SCALE
G R ft 0 I N G
GRADING SHALL CONSIST OF ALL CUTS ANO FILLS AS SHOWN ON THESE PLANS «ND OUTLINED IN THE EARTH-
WORK SPECIFICATIONS ANO IN ACCORDANCE WITH CITY OF CARLS8AD STANDARDS.
GRADING TOLERANCE NOTE
GRADING SHALL BE OONE UITHIN A TOLERANCE OF O.I'; OF THE GRADES
ANO ELEVATIONS SHOUN ON THESE PLANS ANO ALL SLOPES SHALL HE
CONSTRUCTED UITHIN 0.5'lOF THE LOCATION SHOUN ON THE PLANS. IN
NO UAY 00 THE ABOVE TOLERANCES RELIEVE THE CONTRACTOR Of THE
RESPONSIBILITY OF PROVIDING A FINISH SURFACE THAT WILL NOT PONO.
:. qorrevp see ABOVS
TYPICAL 130'
GRADING SECTION
V
SKtf 0-39. t#0-30(SAUOtE&O«/-
*
SEE SHEET
NO. 4 '
Y ^Y
SCALE
KEY MAP LEGEND
TRACT BOUNDARY--
STORM DRAIN PIPE
TYPE "A" CLEANOUT
TYPE "B* INLET
TYPE "F" CATCH BASIN._
TYPE "0° CATCH BASIN
STRAIGHT HEADWALI
EXISTING STREET LIGHT..
EXISTING FIRE HYDRANT--
EXISTING SEWER .
EXISTING WATER 4 VALVE .
INLET APRON-_
200
aam
-.3?
THIS GRADING PLAN HAS-BEEN REVIEWED BY THE
UNDERSIGNED AND FOUND TO BE IN CONFORMANCE WITH
THE RECOMMENDATIONS AS OUTLINED IN OUR SOILS
REPORT FOR THIS SUBDIVISION. DATED JULY 5. l?8b.
FILE NO. D-3480-J01
GEOCON, INC. 9530 OOviOY DRIVE
SAN DIEGO. CA 92126
PHONE: 695-2880
ttORK TO BE DONE. ... . • • • • ''•
THE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO-
THESE PLANS, THE CURRENT CITY OF CARLSBAD ENGINEERING DEPARTMENT
STANDARD DRAWINGS ANO SPECIFICATIONS, AND THE SAN DIEGO REGIONAL .
STANDARD DRAWINGS. "DENOTES CITY OF CARLSBAD STANDARD DRAWINGS.
LEGEND A
FILL BANK (2:1 MAXIMUM) --------
CUT SANK (2:1 MAXIMUM) ---------
CUT/FILL LINE -------------
PROPOSED CONTOUR ------------
EXISTING CONTOUR ------------
LINED DITCH -------- D-75 TYPE 0
EARTH SWALE PER DETAIL-
CONCRETE LUG -'------- D-63---
TYPE "B" INLET - (NO WINGS) - D-2.1 4 DETAIL SHI. NO. 4
TYPE "ft" CLEANOUT ----- 0-9 -----------
TYPE "F" CATCH BASIN 0-7.1 4 DETAIL SHT. NO. 2
STORM DRAIN PIPE ------ 0-60.1- ---------
SUBDRAIN PER SOILS REPQHT- ,
STRAIGHT HEAOWALL ----- 0-30- ----------
RIP RAP ENERGY DISSIPATER - 0-40.1 --------
INLET APRON -------- 0-39.1- - - -
PIPE COLLAR -------- D-62.1- ---------
TYPE "G" CATCH BASIN - - - - 0-8.1 - --r -
BUILDING PAD ELEVATION .-.-.-' - .
EXISTING FINISH GRADE" ELEVATION - -; - '-'••-'.--
CURB (FUTURE) LIMIT OF FUTURE PARKING AREAS- -'-,;-- -'-'•'''•
CURB 4 GUTTER (FUTURE) "-"'-.- -''- -
CONCRETE GUTTER '(FUTURE) PER DETAIL - SHEET:t: . •.
LEGEND
K>luLL£K£,JJllLJ, _..,^R.C.E. -z&tsg DATE):,
"DECLARATION OF RESPONSIBLE CHARGE"
I HEREBY DECLARE THAT I «M ENGINEER OF WORK FOR THIS PROJECT, THATI HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECTAS DEFINED IN SECTION 67043 OF THE BUSINESS ANO PROFESSIONS CODEAND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
QCT-.-.-COMPACTED FILL
Quf-.-UNCONTROLLED FILL
Td DEL MAR FORMATION
•_ APPROX LOCATION OF IN-PLACE
DENSITY TEST
FG FINISH GRADE TEST
S SLOPE TEST
GEOCCM
INCORPORATED.
FILE NO. 0-348O-J02
DATE 12-9-1985
FIGURE I ENGINEER OF WORK
UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS ANO SPECIFICATIONS
THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY ANO DOES NOT __.,_.. ...D.,RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT BENCH MARK
DESCRIPTION- STD. BRONZE DISC. IN CONC. MON.
LOCATION: ABOUT 200' NORTH OF STA.RICK ENgIHE.ERI.Nq, COMPANY 261*98.72 RANCHO SANTA FE ROAO-
R.S. 454- NEAR FENCE EAST SIDE OF ROAD
RICK ENGINEERING COMPANY
Cm. EMOMCER*: MJtMNMO CONSULOUITS : SUNVCYOAS
M80MUJU AOAO 3A* 0«aO. CALIFORNIA »t1O («I9) lit 0707
MM MQ nCO 0«ve CAflLMAO. CALtfOnMA •20O4 (I1»l 7» 4MT
3U t-NAMCHO SAMTA FC TO «AH UAMCO6. CA. •»«• r«1«l 74* 4»CO
DESIGN.
FIRM:
ADDRESS:
CITY, STATE
TELEPHONE:
BY:
365 S. RANCHO SANTA FE RO . STE 100
SAN MARCOS, CALIFORNIA 92069
(619) 74«-«800 __ .
RECORD FROM:
0302
COUNTY
ELEVATION; 176.18
BENCH LEVELS J-
DATUM: U.SC.aG.S.
dd^.
BARRY C. BENDER
211*40 ...... . ..... .-
PARKS DEPARTMENT - CITY OF CARLSBAD
/ DATE
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oat
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fj- eedse More$J&£ A/ores rrr>
APP*b
xj^ — Aiu ^ (^ ^j^^ \i**L ' ^ ti vC • •BARRY c IBENOER^CE. 28448 DATE \:;.
ORA«
J.O.
N BY DESIGNED BY CHECKED BY APPRO v/EO BY;
MtVATW COKTHACT
SHUT
1
CITY OF CARLSBAD
ENOMEeilMO DEPARTMENT
IHEST*
7
GRADING PLANS FOR'
STAGECOACH PARK SITE
APPROVED:
Ae is/ft)
OWN BY:
CHKD BY:
FjetDBY:
fi TV ENGINEER
PMMCCT NO.
I 83 S3
DATE:
SCALBOt
UJJ^AS SHOWN
261- 9
iutacATE.5 TEMPORARY'&s<®Z°&s
1fr_ \. —•_ - -- -- -
MOrf^K) WORK /S TO BEPSKFVWKM me VICINI rr or AREA cv -ensTiuq CHAIN. LIUK. rente '-•-— ••"•«•*» tut/t ill ^UYZflSTIHti (.HHIN I-IHI\ i t/.^k
£NCLOSIK£ WHICH WH.UM AHY• •*~iir-Si/nd,SfKLOSUKU nnn.n ...^^WAY DISH/KB THE AKCH^CiO^U,ffSMAitis canT/nueo vtrrmH/
STORM DRAIN DATA
-A MIS.6N^^__ \ MTANCI-A
,'° afaj-giW.P ->4l ». ^y-"^- i2
"V tyt—x—.ray « X^ •_'£1AC£^L__! ^;/V^ \ ]-
GEbCGN
INCOHPOIIATID
FILE NO. D-3480-JO2
DATE •• 12-9-1983
FIGURE • 2
TYPE -p- rATCH BASIN
W/ HROW DITCH INTO SfOE
'
RICK ENGINEERING COMPANYCIVK HNOW€EIts • PIAMMHO COtmtlUMfTS : SOBVtTORSCAltfOWNI* til to (8t«) ?«1 OTOT
.JS^//-0?AWM
HORIZONTAL CONTROL NOTE:
ALL HORIZONTAL CONTROL TO BE
SCALED WITH MINIMUM DIMENSIONS
HELD AS SHOWN. FOR IMPROVEMENTS
SEE IMPROVEMENTS PLANS BY OTHERS.
ENGINEER OF WORK
BENCH MARK
DESCRIPTION' STD. BRONZE DISC. IN CONC. MON
LOCATION: ABOUT 20O' NORTH OF STA.
261 t 98.72 RANCHO SANTA FE ROAD -F».S 454-NEAR FENCE EAST SIDE OF -----
RECORD FROM: COUNTY BENCH LEVELS J-0302
ELEVATION • 176. 18 DATUM : U.S.C.8 G.S.
«,N3v IOES.C.NEDBY I CHECKED a. UMWOVEO a
—-A/ \i so-—r $££ DW, Z53-7A
ROCK Fftf>-RAP SLOPE PROTECTION
HO. 3 BACK.IUG T*O.Q FT. COUST.
WH£ff£ SHOWN TO TOP ELEV. SHOWU
.iao-\ - w? secr/ofj s-s
<3£E
^-0.5'MIN. DEPTH
DETAIL' GRADED SWALE
' SXVOBA& OOMXXA
I4.0 fiWMeSEE DETAIL® I
SWALE /
see DETAIL THIS
sweetGRAVEL BAGS SILT TRAP
DETAIL
TEMPOffAKY(E/K>SION COMTKOL)SAHDBAG KWNDRAIH FLUME
SEE DETAIL §>
N.T.S. -- -
I \NOTE- I) MINIMUM If. LONGITUDINAL GRADIENT
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ENGINEER. OF WORK
RRY Cl BENDER R.C.E. 28448
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DATE ' 12-9-1985
FIGURE • 3BENCH MARK
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CITY OF CARLSBAD
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3 OANCHO 3AHTA FF RO SAM MARCOS, CA. tTOO* TS !•) r
File No. D-3480-J02
December 5, 1985
TABLE la
Summary of Laboratory Compaction Test Results
Sample
No.
1
2
3
ASTM D1557-70
Maximum Dry
Density
Description pcf
Dark brown,
Yellow-tan,
Dark brown,
Silty CLAY
Silty SAND
Silty-Sandy
116.8
121.0
121.9
Optimum
Moisture
% Dry Wt.
12.5
12.4
10.3
CLAY
Yellow-tan, Clayey SAND 129.1
TABLE Ib
Summary of Direct Shear Test Results
11.0
Sample
No.
2
3
4
Dry
Density
pcf
108.9
109.5
115.9
Moisture
Content
%
12.4
10.9
11.1
Unit
Cohesion
psf
290
270
180
Angle of
Shear
Resistance
Degrees
31
13
31
File No. D-3480-J02
December 5, 1985
TABLE Ic
Summary of Laboratory Expansion Index Test Results
Sample
No.
1
2
3
4
Moisture
Before
Test
JL
13.1
10.6
12.6
10.3
Content-
After
Test
%
25.3
18.5
27.8
21.9
Dry
Density
pcf
99.2
108.2o
100.6
108.8
Expansion
Index
46
0
85
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