HomeMy WebLinkAboutMike Prlich and Sons Inc; 2010-05-10; PWS10-29UTIL Part 2 of 2APPENDIX A
PERTINENT CITY OF
CARLSBAD STANDARD
DRAWINGS
FOP OF CONDUIT AND CABLE
SECTION
190-E-400 CONCRETE, MAXIMUM 8
SLUMP SLURRY BACKFILL TO SURFACE.
FOLLOW WITH 12" WIDE BY 1-1/2"
DEEP GRIND AND RESURFACING.
ALLOW MIN. 72 HOURS CURE BEFORE
GRINDING.
D2-AR-4000 ASPHALT CONCRETE
ALL CONDUIT AND CABLE
EXISTING A.C. PAVEMENT
EXISTING BASE MATERIAL
MORTAR SAND COMPACTED TO 95%
RELATIVE DENSITY.
UNDISTURBED SOIL
SYMMETRICAL ABOUT CENTERLINE OF TRENCH.
GRADE SS-1h EMULSIFIED ASPHALT APPLIED
AT 0.15 GALLON PER SQUARE YARD.
EXISTING ASPHALT PAVEMENT FINISHED GRADE,
SMOOTHNESS & COMPACTION OF RESURFACING
SHALL MEET THE REQUIREMENTS OF
SEC 302-5.6.2 SSPWC EXCEPT THAT THE
SMOOTHNESS SHALL BE DETERMINED OVERTHE LENGTH & WIDTH OF PAVEMENT AREAS
DISTURBED BY THE CONTRACTOR S/
PERMITEE S OPERATIONS.
MINIMUM WIDTH 4
MAXIMUM WIDTH 6"
N.T.S.
RESPRAY GRADE SS-1h EMULSIFIED
ASPHALT AT 0.15 GALLON PER SQUARE
YARD 6" WIDE, CENTERED ON EDGE LINE
OF GRIND AFTER PLACING A.C. & BEFORE
SURFACE TREATMENT.
SURFACE TREATMENT TO MATCH EXISTING
PAVEMENT (E.G. SEAL COAT, CHIP SEAL)
WHEN THE EDGE OF THE GRIND LINE IS
WITHIN 12" OF EDGE OF PAVEMENT, ANY
STRUCTURE, AN ADJACENT TRENCH PATCHOR ANY OTHER PAVING JOIN LINE THE
1-1/2" DEEP GRIND SHALL BE EXTENDED
TO THE EXISTING STRUCTURE OR JOIN LINE.
REV.APPROVED DATE CITY OF CARLSBAD
NARROW TRENCH BACKFILL &
ASPHALT CONCRETE RESURFACING
6-04
CITY ENGINEER DATE
SUPPLEMENTAL
STANDARD NO.
LIMIT OF GRIND
SAWCUT LINE
TYPICAL TRENCH WIDTH
PER PLAN OR
CITY STANDARD
ASPHALT CONCRETE
FINSH COURSE,
SEE NOTE 6 & 7
EXISTING AC
AND BASE
LIMIT OF GRIND
(TYP.)
ASPHALT CONCRETE
BASE COURSE, SEE NOTE 5
AGGREGATE BASE
NOTES:
1. THE DETAIL SHOWN ABOVE APPLIES TO TRENCH RESURFACING FOR A.C. PAVEMENT
AND PIPELINES 6 INCHES IN DIAMETER AND LARGER.
2. EXISTING A.C. SHALL BE CUT AND REMOVED IN SUCH A MANNER SO AS NOT TO
TEAR. BULGE OR DISPLACE ADJACENT PAVEMENT. EDGES SHALL BE CLEAN AND
VERTICAL. ALL CUTS SHALL BE PARALLEL OR PERPENDICULAR TO STREET
CENTERLINE, WHEN PRACTICAL
3. BASE MATERIAL SHALL BE REPLACED TO DEPTH OF EXISTING BASE. A.C. MAY BE
SUBSTITUTED FOR BASE MATERIAL.
4. A TACK COAT OF ASPHALT1C EMULSION OR PAVING ASPHALT SHALL BE APPLIED TO
EXISTING A.C OR P.C.C. CONTACT SURFACES. PRIOR TO RESURFACING.
5. ASPHALT CONCRETE RESURFACING (BASE COURSE):
a. MINIMUM TOTAL A.C. THICKNESS SHALL BE ONE INCH GREATER THAN EXISTING
A.C. AND SHALL MATCH ADJACENT ELEVATIONS.
b.A.C. SHALL BE B-PG64-10 FOR BASE COURSE, PER SECTION 203-6 OF SSPWC.
6. ASPHALT CONCRETE RESURFACING (FINISH COURSE):
a. PROVIDE 2 INCH DEEP GRIND AND A.C. FINISH COURSE C2-PG64-10, PER
SECTION 203-6 OF SSPWC.
b. FINISH COURSE FOR RESURFACING SHALL BE LAID DOWN USING A SPREADER
BOX OR PAVER AND COMPACTED WITH A STEEL ROLLER.
c. SMOOTHNESS AND COMPACTION OF RESURFACING SHALL MEET THE
REQUIREMENTS OF SEC 302-5.6.2 SSPWC EXCEPT THAT THE SMOOTHNESS
SHALL BE DETERMINED OVER THE LENGTH AND WIDTH OF PAVEMENT AREAS
DISTURBED BY THE CONTRACTOR'S OPERATIONS.
7. SURFACE TREATMENT TO MATCH EXISTING PAVEMENT, E.G.: SLURRY, CHIP SEAL, ETC.
8. SLOUGHING OF TRENCH UNDER PAVEMENT SHALL BE CAUSE FOR REQUIRING
ADDITIONAL PAVEMENT AND BASE.
9. WHEN THE EDGE OF THE GRIND LINE IS WITHIN 12 INCHES OF EDGE OF PAVEMENT,
ANY STRUCTURE, AN ADJACENT TRENCH PATCH OR ANY OTHER PAVING JOIN LINE
THE 2 INCH DEEP GRIND SHALL BE EXTENDED TO THE EXISTING STRUCTURE OR JOIN
LINE.
REV.APPROVED DATE CITY OF CARLSBAD
TRENCH RESURFACING
ASPHALT CONCRETE PAVEMENT
&AfcdT, JJUmjV, 7//0fa
CITY ENGINE^ ^ DATE
SUPPLEMENTAL pQ OK
STANDARD NO. OO'^O
STANDARD CAST IRON MANHOLE
FRAME & COVER - SEE DWG. NO. S4.
12" WIDE X 6
PAVEMENT OR
CLASS 560-C-3250
CONCRETE COLLAR
WITH 3" ASPHALT
CONCRETE OVERLAY
(TYPICAL).
VARIABLE
RINGS AS
REQUIRED.
MAX.=11".
MIN.=5".
TOP=2-2 1/2
RINGS.
JOINT DETAILS
SEE DWG S1A
MIN. SLOPE WIDTH SHALL EQUAL
GRADE
PIPE DIA.
SECTION A-A 6-INCHES OF 3/4"
CRUSHED. ROCK BASE
SECTION C-C
NOTES:
CAST IN PLACE CONCRETE FOR BASE
SHALL BE TYPE 560-B-3250.
ALL PIPE IN MANHOLE SHALL BE PVC
AND SHALL BE INCLUDED AS PART OF
MANHOLE.
MANHOLE SHALL BE CONSTRUCTED IN
ACCORDANCE WITH ASTM C-478.
STUB OUTS SHALL HAVE A MINIMUM
LENGTH OF 3 FEET BEYOND MANHOLE.
SDR 35 PVC PIPE MAY BE INSTALLED IN
STRAIGHT-THROUGH MANHOLES WITH NO
JUNCTIONS. THE TOP SECTION OF PIPE
SHALL BE REMOVED FLUSH WITH TOP
OF SHELF. CUTS SHALL BE NEAT AND
DRESSED MINIMIZING BURRS AND ROUGH
EDGES-
EACH SHAFT AND RISER JOINT SHALL
BE SEALED PER JOINT DETAIL ON DWG
S-1A WITH BUTYL RUBBER SEALANT
ROPE.
WHEN MANHOLE FORMS THE JUNCTION OF
SEWERS AND/OR AN ANGLE IN MAIN
ALIGNMENT, SPECIAL CARE SHALL BE
USED IN FORMING THE CHANNELS TO
FACILITATE THE FLOW OF SEWAGE.
INVERTS SHALL BE TRUE TO GRADE AND
ALIGNMENT AND FINISHED WITH SMOOTH
SURFACE.
PLAN B-B
NOT TO SCALE
REV.APPROVED DATE CITY OF CARLSBAD
STANDARD
SEWER MANHOLE
U^fv^y
CITY ENGINEER y DATE
SUPPLEMENTAL
STANDARD NO.S-
STANDARD CAST IRON MANHOLE
FRAME & COVER - SEE DWG.
12" WIDE X
CONCRETE COLLAR,
CLASS 560-C-3250
WITH 3" ASPHALT
CONCRETE OVERLAY
(TYPICAL).
PAVEMENT OR
VARIABLE
RINGS AS
REQUIRED.
MAX.=11".
MIN.=5",
TOP=2-2 1/2
RINGS.
MIN. SLOPE
1" PER FT.
WIDTH SHALL EQUAL
INSIDE OIA OF PIPE.
BENTONITE
SECTION A-A
NOTES:
DIA
-18-
MANHOLE
PROFILE
PVC PIPE
POUR BASE AGAINST
6-INCHES OF 3/4"
CRUSHED ROCK BASE
PVC LINING
BUTYL RUBBER
MANHOLE.
CHANNEL
PLAN
PVC - USF. PLASTICMANHOLECOUPLING
PLASTIC MANHOLECOUPLING
FILL HUH
NON SHRI!
GROUT
MANHOLE
BASE
FIELD MORTAR 2:1
MASONRY SAND/
PLASTIC CEMENT
PVC PIPE
SECTION A-A
JOINT DETAIL
ALL CONCRETE TO CONCRETE JOINTS
SHALL BE NOTCHED
INSTALL 1" WELD STRIPS WHERE T-LOCK ISWELDED; I.E., TOP OF CHANNEL, SHAFT TOSHELF, TURtf BACK TO PIPE FACE, CORNERS,
PVC TURN BACK ON PVC PIPING SHALL BE AMINIMUM OF 6".
PVC TURN BACK SHALL BE HELD TIGHT TOPVC PIPING BY 1/2" STEEL BAND WITHCONTACT CEMENT ADHESIVE APPLIED TOBOTH SURFACES.
NO aAT SHEET PVC SHALL BE USED. FORMIN T-LOCK OR ARROWLOCK ON SHELF ANDCHANNEL. OVERLAP PVC ONTO MANHOLESHAFT AND CHANNEL LINER; WELD TO BOTH
AND COMPLETE WITH 1" WELD STRIPS.
INSTALL NONSKID SURFACE ON MANHOLESHELF.
INSTALL PRE FORMED CORNER TURN BACKUNDER RING.
WELD 4" JOINT STRIPS AND FINISH BOTH
EDGES WITH 1" WELD STRIPS.
COMPLETE CONCRETE CHANNEL SHALL BECONSTRUCTED WITH FORMS AND ALL BUTTHE LOWER 90' SHALL BE T-LOCK LINED.Hr*1* f*t i A t i niihi \ rr"r\*nf* L » A (* 111 TLJC*
TACKED ATTHE TERMINUS OF THE ~ ~
THE TS" SHALL RUN VERTICAL ASMANHOLEE SHAFT AND SHALL BE T/THE TERMINUS OF THE T-LOCK.
SIDES AND ENDS OF THE BASE TO BE EITHERFORMED. SANDBAGGED OR POURED AGAINSTUNDISTURBED EARTH.
MANHOLE SHELVES TO BE SLOPED 1"FOOT TO CHANNEL.PER
WRAP MANHOLE JOINTS BELOW WATER TABLEWITH BENTONITE GEOTEXTILE WATERPROOFINGSYSTEM. VOLCLAY VOLTEX OR APPROVEDEQUAL.
ALL LINER JOINTS SHALL BE HEAT WELDEDBY WELDERS CERTIFIED BY THE PVCMANUFACTURER. UNER WILL BE! SPARKTESTED AT 20.000 VOLTS MIN.
EPOXY COATING SYSTEM MAY BE USED INLIEU OF PVC LINING FOR THE SHELF AND
CHANNEL OF THE MANHOLE. COATING SYSTEM
PIPE TO MANHOLE CONNECTION DETAIL NOT TO SCALE
REV.APPROVED DATE CITY OF CARLSBAD
PVC LINED MANHOLE CITY ENGINEI
SUPPLEMENTAL
STANDARD NO.S-IA
STANDARD CAST IRON MANHOLE CLEANOUT COVER DETAIL
FRAME & COVER -
SEE DWG. NO. S4.
12" WIDE X
CLASS 560-C-3250
CONCRETE COLLAR
WITH 3" ASPHALT
CONCRETE OVERLAY
(TYPICAL).
ADJUSTING RINGS AS
SEE DWG 5-6. MODIFIED
WITH SBF 1243 VALVE BOX,
WIN. SLOPE WIDTH SHALL EQUAL
INSIDE DIA OF PIPE.
REQUIRED. MAX=H",
MIN.=5", TOP
5"=2-2 1/2" R3NGS.
JOINT DETAIL
SEt DWG SI A.
1
SECTION A-A
WHEN MANHOLE FORMS THE
JUNCTION OF SEWERS AMD/OR
AN ANGLE IN MAIN ALIGNMENT,
SPECIAL CARE SHALL BE USED IN
FORMING THE CHANNELS TO
FACILITATE THE FLOW OF
SEWAGE. INVERTS SHALL
BE TRUE TO GRADE AND
ALIGNMENT AND FINISHED
WITH SMOOTH SURFACE.
6-INCHES OF 3/4"
CRUSHED ROCK BASE.
GRADE
3/4" PIPE DIA.
SECTION C-C
STANDARD CROSS BRANCH SPIGOT END
TO BE CUT OFF FLUSH WIIH bUKI-ACE.
0 JOINT WITH CROSS BRANCH
AND FIRST SECTION OF
PIPE TO BE JOINED PRIOR
TO INSTALLATION IN MANHOLE.
TWO 3/8"X2 5/4" LAG SCREW
EXTENSION SHIELDS GALVANIZED
AND 3/8"X6" LAG SCREWS
GALVANIZED PER EACH 4 FOOT
ACCESSHOLE RING AS SHOWN.
CLEAN AND ROUGHEN SURFACE
RINGS AND APPLY NEAT CEMENT
PASTE PRIOR TO POURING SUPPLY
DROP SECTION.
90* PIPE SPIGOT END TO BE CUT
OFF FLUSH WITH INSIDE SURFACE.
NOTES:
ALL CAST IN PLACE CONCRETE
SHALL BE TYPE 560-B-3250.
ALL PIPE IN MANHOLE SHALL
BE PVC OR VITRIFIED CLAY PIPE
AMD SHALL BE INCLUDED AS
PART OF MANHOLE.
DOUBLE DROP MANHOLE IS
CONSTRUCTED THE SAME AS
DROP MANHOLE EXCEPT THAT
IT HAS TWO DROP SECTIONS.
TYP.
PLAN B-B
REV.APPROVED DATE CITY OF CARLSBAD
DROP MANHOLE CITY ENGIN
'. 7//ofe&
DATE
SUPPLEMENTAL
STANDARD NO.
1 5/8"
HALF PLAN
FRAME & COVER
INNER COVER
TOP SIDE
INNER COVER
3S 1/8"D
1 3/8"MIN.
BOTTOM SIDE
HALF SECTION
FRAME & COVER
3/4" TYP.
F~RIB3~
NOTES:
WEIGHTS:
INNER COVER
OUTER COVER
FRAME
=155 LBS.
=300 LBS.
=330 LBS.
3/4"
2.
3.
4.
5.
MATERIAL: CAST IRON.
MACHINE SEATS TO PREVENT NOISE.
FILLET RADII TO BE 12".
IMPORTED COVERS AND FRAMES SHALL HAVE CONTRY OF
ORIGIN MARKING IN COMPIANCE WITH FEDERAL
REGULATIONS.SECTION A-A
REV.APPROVED DATE CITY OF CARLSBAD
MANHOLE
FRAME & COVER
CITY ENGINE DATE
SUPPLEMENTAL
STANDARD NO.S-4
12" CAST IRON GATE CAP
PER DETAIL HEREON.
#29612 CAST IRON m K
BOX/LID MARKED (/ 'f-TSEWER # 6" MIN.
SEWER CLEAN- OUT RISERS p
TO BE FITTED WITH MALE ^=3'"IPRFW IM r*t nn r^^-— ~i
z^z
rf-""""^
^^^^•, .1* '.*"7r*y^!' v
18" MIN. ' " i
I \
12" WIDE X 6" THICK
CLASS 560-C-3250 CONCRETE ,^_^
COLLARWITH 3** ASPHALT LA
CONCRETE OVERLAY _i— 7
(TYPICAL). h
^y Sy Ear" if
2 EA. STD ^^^^^
1/8 BEND ^T\^&
^ ^^
^-* BACKFILL BEDDING
TOP OF V8 BEND.
SEE DWG. SB FOR
BEDDING DETAIL.
NOTES:
1. GATE CAP SHALL BE LABELED SEWEI
2 CLEANOUTS MAY BE USED WITH P.V.
" MAIN.
3' RISER SHALL BE SAME DIAMETER AS
MAIN.
TOP OF PAVEMENT
GLUED
^mn i6"
s GLUED
s 12" P.V.C. PIPE.
GATE CAP
g (HEAVY DUTY)8
i i Y4"U 13 5/8" -J I
I//'///////////!
• ' IC. SEWER ^ ' I
SEWER — 11 1/2" •-
REV. APPROVED DATE CITY OF CARLSBAD
SEWER ^1 A 1 M n C A M Al IT CITY ENGIN^R ^ DATEIAIN CLtANOUT SUPPLEMENTAL C A
STANDARD NO. O"0
CLEAN-OUTS IN YARD TO BE COVERED WITH 10"
PLASTIC COVER BY CARSON PART NO. 910 O.A.E.
CLEAN-OUTS IN CONCRETE TO HAVE CONCRETE BOX
WITH TRAFFIC LID BY J&R OR BROOKS PART NO.
3-R-T.
SEWER CLEAN-OUT RISERS TO BE FITTED
5' MINI.
WITH MAUL SCKtW IN PLUG.
OPTIONAL WYE (WHEN APPROVED).
WYE WITH 1 FOOT STUB AND PLUG OPTIONAL
90' ELBOW
WHEN APPROVEDWYE (TO BE SET
AT 45 DEGREE ANGLE).
OR BEDDING AND TRENCH
COMPACTION SEE DWG. NO. 55.
STAMP CURB FACE SSSECTION
PLAN VIEW
NOTES:
1. THE LATERAL SHALL BE BEDDED THE SAME AS THE
MAIN LINE SEWER.
2. IN NO CASE SHALL A LATERAL CONNECT TO THE
SEWER MAIN DIRECTLY ON TOP OF THE PIPE.
3. SEWER LATERALS SHALL HAVE A 27. MINIMUM SLOPE.
ALL JOINTS ON SEWER LATERAL PIPE SHALL BE
4. COMPRESSION TYPE OR APPROVED SOLVENT WELD.
FACE
5- AS-BUILT SEWER LATERAL LOCATIONS SHALL BE
FURNISHED TO THE CITY INSPECTOR ON FORMS
PROVIDED PRIOR TO FINAL APPROVAL OF WORK.
6- ALL LATERAL TRENCHES TO PROPERTY LINE AND
SEWER MAIN TRENCHES TO BE COMPACTED PER S5.
7- CLEAN-OUT TO BE ADJUSTED TO GRADE AFTER
FINAL FINISH GRADING.
8- FOR BACKFILL AROUND CLEANOUT RISER SEE DWG.
S-5. NOTE 3.
9- MAINTENANCE OF THE SEWER LATERAL FROM THE
SEWER MAIN TO THE BUILDING IS THE RESPONSIBILTY
OF THE PROERTY OWNER.
REV.APPROVED DATE CITY OF CARLSBAD
SEWER LATERAL
(WITH OPTIONAL WYE)
CITY EN0NI DATE
SUPPLEMENTAL
STANDARD NO.S-7
ELEVATION
-ft- INVERT
VARIABLE - 12' MINIMUM
OR AS DIRECTED BY
WATER DISTRICT.
1/8 BEND.
6" MINIMUM COVER
AROUND LATERAL.
TOP OF PIPE.
BELL
FOR BEDDING AND
TRENCH COMPACTION
SEE DWG. NO. S5.
NOTES:
THE VERTICAL PIPE SHALL BE
BRACED WHILE TRENCH IS BEING
BACKFILLED.
ALL JOINTS ON SEWER LATERAL
PIPE SHALL BE COMPRESSION
TYPE OR APPROVED SOLVENT
WELD.
MAINTENANCE OF SEWER LATERAL
FROM MAIN TO BUILDING IS THE
RESPONSIBILITY OF THE OWNER.
SEE DWG. NO. S7 FOR
CONTINUATION OF SEWER
LATERAL TO PROPERTY LINE.
TRENCH WIDTH PLAN VIEW
REV.APPROVED DATE CITY OF CARLSBAD
SEWER LATERAL
(DEEP CUT HOUSE CONNECTION)
kkvnjr;
CITY ENGINEE^" DATE
SUPPLEMENTAL O Q
STANDARD NO. O~0
3"AC
1. SEE SPECIFICATIONS FOR
SOLDERING REQUIREMENTS
2. SEE SPECIFICATIONS FOR LID
PAINTING REQUIREMENTS
3. SEE IMPROVEMENT PLANS
FOR ASSEMBLY SIZE.
(SILVER SOLDER)WITH ANODE LEAD WIRE PER STD. DWG. NO 25.
ITEM DESCRIPTION SPEC/DWG
OUTLET ON PVC PRESURE PIPE W-8
OUTLET ON AC PIPE W-8
OUTLET ON CML&C STEEL PIPE W-9
OUTLET ON DUCTILE IRON PIPE W-9
2" COPPER SERVICE PIPE, (TYPE 'K' SOFT),
2" ANGLE METER STOP
2 METER COMPANION FLANGE. (BRASS NUTS AND BOLTS).
2" BRASS STREET ELL
ADAPTER-2" M.I.P. X 2 1/2" NSHT W/ 2 1/2" CAP
10 12" DIA. C.I. VALVE BOX COVER MARKED WATER OR RECYCLED WATER
11 50" DIAMETER X 8" THICK CONCRETE RING
12 12" GRAVITY SEWER PIPE SDR 55
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
2" BLOW-OFF / MANUAL AIR
RELEASE ASSEMBLIES
7/JpX^»
CITY ENGINEER DATE
STANDARD DWG. NO.W-6
A.C. MAIN P.V.C. MAIN
FOR WATER SERVICE
CONNECTION ( TYP. )
ITEM DESCRIPTION SPEC/DWG
DOUBLE BAND BRASS SERVICE SADDLE.
BRONZE DOUBLE STRAP SERVICE SADDLE.
CORP. STOP 1 WATER SERVICE.W-3
CORP. STOP 2 WATER SERVICE.W-4
CORP. STOP 1" AIR VACUUM VALVE ASSEMBLY.W-7
CORP. STOP 2" AIR VACUUM VALVE ASSEMBLY W-7
1 MANUAL AIR RELEASE ASSEMBLY W-5
2 BLOW-OFF MANUAL AIR RELEASE ASSEMBLY.W-5&6
2" MANUAL BLOW-OFF / AIR RELEASE ASSEMBLY.W-6&7
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
OUTLETS ON A.C. OR P.V.C. MAIN FOR
I INCH THRU 2 INCH ASSEMBLIES
CITY ENGIN
J»/w»>*v>. 7/o/ofi
EER DATE
STANDARD DWG. NO.W-8
D.L MAIN STEEL MAIN
EOR WATER SERVICE
CONNECTION ( TYP. )
ITEM DESCRIPTION SPEC/DWG
DOUBLE BAND BRASS SERVICE SADDLE.
CORP. STOP 1 WATER SERVICE.W-3
CORP. STOP 2 WATER SERVICE.W-4
CORP. STOP 1 AIR VACUUM VALVE ASSEMBLY.W-7
CORP. STOP 2 AIR VACUUM VALVE ASSEMBLY.W-7
1" MANUAL AIR RELEASE ASSEMBLY.W-5
2" BLOW-OFF MANUAL AIR RELEASE ASSEMBLY.W-6&7
2" BLOW-OFF / AIR RELEASE ASSEMBLY.W-6&7
NOT USED
10 3000 P5I FORGED STEEL COUPLING WELDED TO MAIN.W-14
11 INSULATING BUSHING. ( LEXAN OR DELRIN ).W-10
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
OUTLETS ON D.I. OR STEEL MAIN FOR
I INCH THRU 2 INCH ASSEMBLIES
CITY ENQNR DATE
STANDARD DWG. MO.W-9
B
1)OR(2
24" DIA. [
B
PLAN
FINISH GRADE.
jj-AC PAVEMENT.
RISER SHALL NOI
REST ON BONNET
OF VALVE. (2" MIN.
CLEARANCE).
SECTION A-A
DOMESTIC WATER
SECTION B-B
RECLAIMED WATER
NOTES:
1. IN NON-ROAD AREAS PLACE MARKER
POST NEXT TO VALVE BOX ASSEMBLY
AS DIRECTED BY THE ENGINEER. ( SEE
DRAWING NO. 23 ).
2. ALL BURIED NUTS AND BOLTS SHALL BE
WAX TAPE COATED PER SPEC. 09902
SEE DRAWING NO. 23 FOR GATE VALVE
EXTENSION.
UPPER SIDE OF UD TO RECIEVE 2 COATS
OF PAINT. SEE SPECIFICATIONS FOR
PAINTING REQUIREMENTS, ( PAGE 4 ).
ITEM DESCRIPTION SPEC/DWG
VAL. BOX & COVER WITH NON-SKID C.I. COVER AND LIFT HOLE. MARKED "WATER
VAL BOX & COVER FOR NORMALLY CLOSED VALVE.
VAL. BOX & COVER MARKED RECYCLED WATER".
8" C900 PVC OR ASPHALT COATED WELL CASING.
CONCRETE COLLAR IDENTIFY CONG. BY CLASS 56Q-C-325Q
POLYETIiYLENE INCASEMENT
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
VALVE BOX
ASSEMBLY
CITY ENGINEER DATE
STANDARD DWG. NO. W-IJ
FINISHED
NOTES:
1. SEE SPECIFICATIONS FOR
BURIED FLANGE AND
VALVE REQUIREMENTS,
2. SEE DRAWING NO. 19 FOR
THRUST BLOCK BEARING
AREAS.
3. ALL BURIED NUTS AND BOLTS SHALL BE
WAX TAPE COATED PER SECT. 09902.
TRENCH ELEVATION
PVC PIPE
REINFORCING
STEEL DETAIL.
TRENCH SECTION
(TYPICAL)
TRENCH ELEVATION
STEEL PIPE
ITEM DESCRIPTION SPEC/DWG
GATE VALVE
POLYETHYLENE ENCASEMENT
NO. 4 REINFORCING STEEL.
CONCRETE THRUST/ANCHOR BLOCK. (3250 P.S.I.) 560-C-3250 W-19
VALVE BOX ASSEMBLY.W-13
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
GATE VALVE INSTALLATION
P.V.C., & STEEL PIPE.
CITY ENGINI DATE
STANDARD DWG. NO.W-I6
VARIABLE - SEE NOTE
NOTES:
BEARING AREA SHALL BE THE DIFFERENCE
BETWEEN THE BEARING AREAS REQUIRED FOR
THRUST ANCHORAGE OF MAINS ON EACH SIDE OF
REDUCER AS FOUND FROM STD. DWG. 19 PLUS
THE AREA OF THE TRENCH OPENING.
MINIMUM DIMENSIONS SHOWN SHALL B£
ADHERED TO.
ITEM DESCRIPTION SPEC/DWG
POLYETHYLENE ENCASEMENT
CONCRETE THRUST BLOCK (560-C-3250 CONCRETE^W-19
NO. 4 BAR 9 ON CENTER EACH WAY.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
THRUST ANCHOR FOR WATER MAIN
REDUCER - 4 THRU 16 INCH.
CITY ENGI DATE
STANDARD DWG. NO. W~|8
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NOTES: Pipe Diameter in Inches
1. BASED ON 225, PSJ TEST PRESSURE AND BEARING VALUES OF DRY SOILS.
2. VALUES FROM CURVES ARE FOR TEES AND DEADENDS, I.E. ; STRAIGHT LINE THRUST.
FOR 90' BEND: 1.4 VALUE FROM CURVE.
FOR 45' BEND: 0.8 VALUE FROM CURVE.
FOR 22 1/2' BEND: 0.4 VALUE FROM CURVE.
3. FOR CONDITIONS NOT COVERED BY CURVES, SPECIAL THRUST WALLS, THRUST BLOCKS AND
ANCHORS MUST BE CALCULATED AND APPROVED.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
THRUST BLOCK BEARING AREAS
^HSPHxIeWvAmk1, T//«/*8
CITY ENGIN^R ' DATE
STANDARD DWG. NO. W-IQ
APPENDIX B
GEOTECHNICAL REPORTS
October 21,2008
Project No. 106471001
Mr. Mark Biskup
City of Carlsbad
Public Works-Engineering
1635 Faraday Avenue
Carlsbad, California 92008
Subject: Limited Geotechnical Consulting Services
Beech Avenue Sewer
Carlsbad, California
Reference: Inland Foundation Engineering, 2008, Preliminary Geotechnical Report, Beech
Avenue Sewer Project, Carlsbad, California: dated February 26.
Dear Mr. Biskup:
In accordance with your request and the authorization of the City of Carlsbad, we have performed a
review of pertinent background information including the above-referenced geotechnical report and
performed a brief site visit in order to conduct a limited geotechnical evaluation regarding the natural
formational materials that are expected to be encountered during the construction of the Beech Avenue
Sewer Project. We understand that the information we are providing may be used by the project design
team that includes Boyle Engineering and Jacobs Associates.
The project alignment is located along Beech Avenue between Ocean Street and the Washington Street
easement in Carlsbad, California The project consists of replacing approximately 1,000 teet of existing
sewer with an 8-inch or 10-inch I.D. sewer by trenchless methods (i.e. microtunneling or auger boring),
and open trench construction. The sewer will be installed at a depth of up to approximately 30 feet.
Based on geologic maps published by the California Geological Survey, our field reconnaissance, and
the referenced geotechnical report, the project alignment is underlain by shallow fill and Pleistocene-
age marine terrace deposits, also referred to as "old paralic deposits." Marine terrace deposit materials
are anticipated to be encountered at the proposed depths of the new sewer. Relatively shallow surficial
soils, such as fill can also occur at places along the alignment. However, the primary earth unit to be
encountered in the microtunneling operations is anticipated to be the marine terrace deposits.
S7!ORuffinRoad • San Diego, California 92123 • Phone {858} 576-J 000 • Fax (858) 576-9600
San Diego • Irvine • (?ancho Cucarnonga * Los Angeles « Oakland « Las Vegas • Phoenix « Denver • El too
Beech Avenue Sewer
Carlsbad, California
October 21,2008
Project No. 106471001
The marine terrace deposits were laid down by shore and near-shore processes during the Pleistocene
epoch at sea levels higher than where they stand today. The predominant constituent is sand, but
boulders, gravel, cobbles, and minor amounts of silt and clay also occur in the unit. An interval de-
scribed as boulders and cobbles in a sand matrix was encountered in boring B-01 that was drilled for
the preparation of the referenced geotechnical report. Cohesionless (or caving) sands may also be
present. Based on our experience, overall the Pleistocene marine terrace deposits can be character-
ized as varying from slightly cemented sands to sandstones.
Based on the above, the natural formational materials that will be encountered during the construction of
the Beech Avenue Sewer are expected to have unconfined compressive strengths varying from ten
pounds per square inch (psi) for slightly cemented sands to approximately 500 psi for sandstones. These
estimates are for the sand/sandstone layers that make up the body of the unit. However, resistant boulders,
cobbles, and gravel were encountered and may also occur in other areas within the terrace deposits which
may result in difficult drilling conditions for the proposed trenchless construction alternatives.
The conclusions provided herein are based on our review of readily available background data and field
observations of exposed surface conditions. Ninyo & Moore has not performed any subsurface explo-
ration of its own for this project. Additional services including subsurface exploration by Ninyo &
Moore could be performed to further refine our conclusions regarding the subsurface conditions.
We appreciate the opportunity to be of service on this project.
Sincerely,
NINYO & MOORE
Andres Bernal, GE.
Senior Project Engineer
Rl/AB/GTF/ek
Distribution: (1) Addressee
Gregory T. Farrand, C.E.G
Principal Geologist
106471001 I, doc
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GEOTECHNICAL REPORT
BEECH AVENUE SEWER PROJECT
CARLSBAD, CALIFORNIA
PREPARED FOR:
Attention: Mark D. Biskup, Associate Engineer
CITY OF CARLSBAD
Public Works - Engineering
1635 Faraday Avenue
Carlsbad, California 92008
PREPARED BY:
INLAND FOUNDATION ENGINEERING, INC.
1310 South Santa Fe Avenue
San Jacinto, California 92583
December 30, 2008
Project No. K183-010
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December 30, 2008
Project No. K1 83-010
INLAND FOUNDATION ENGINEERING, INC.
Consulting Geotechnical Engineers
1310 South Santa Fe Avenue
San Jacinto, California 92583
(951) 654-1555
FAX (951) 654-0551
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Attention: Randy Neff, P.E.
KRIEGER AND STEWART, INC.
3602 University Avenue
Riverside, California 92501-3380
Re: Geotechnical Report
Beech Avenue Sewer Project
Carlsbad, California
Dear Mr. Neff:
As requested, we have prepared this Geotechnical Report for the City of Carlsbad for
the City's use in the design of the referenced project. This report was prepared in
general accordance with our proposal dated October 27, 2006.
It is our opinion that the proposed development is feasible from a Geotechnical
Engineering standpoint. Our report includes design recommendations along with the
field and laboratory data.
We appreciate the opportunity of being of service to you on this project. If there are any
questions, please contact our office.
Respectfully,
INLAND FOUNDATION ENGIN
m, President/i
DRL:LES:kw
Distribution: Addressee (7)
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TABLE OF CONTENTS
H INTRODUCTION 1U
SCOPE OF SERVICES 1n
J PROJECT DESCRIPTION 3
GEOLOGIC SETTING 4
SUBSURFACE CONDITIONS 11
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CONCLUSIONS AND RECOMMENDATIONS 13
Excavatability 13
Groundwater 14
Trench Wall Stability 14
Pipe Bedding 15
H Embedment 16
^ Compaction Characteristics 17
Lateral Design 17
. j Unit Weight 17
^ Protection of Existing Utilities and Storm Drains 17
^ Recommended Specifications for Placement of Trench Backfill 17
Pipe Bursting Alternative Considerations 18
Microtunneling Alternative 20
M GENERAL 21
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REFERENCES 22
APPENDICES
{J APPENDIX A - Field Exploration A-1 -A-6
Explanation of Logs A-2
r-| Exploratory Borings A-3 - A-5
J Site Plan A-6
n APPENDIX B - Laboratory & Soil Mechanic's Testing B-1 - B-8
J Maximum Density-Optimum Moisture Determinations B-4
Classification Testing B-5
r-j Direct Shear Testing B-6
Ij Consolidation Testing B-7 and B-8
n ANALYTICAL TESTING B-3
|J GENERAL B-3
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INTRODUCTION
n
u-i This report presents the results of geotechnical exploration and testing conducted for
,-, the City of Carlsbad Beech Avenue Sewer Project. Preliminary project plans prepared
J by Krieger & Stewart, Inc. were used as a reference during our study.
H SCOPE OF SERVICES
J
—i The purpose of the geotechnical investigation was to provide geotechnical parameters
LJ for design and construction of the proposed project. The scope of the geotechnical
investigation included:
• A review of the general geologic conditions and specific subsurface conditions of the
n project site.
i I
• An evaluation of the engineering and geologic data collected for the project.
u • Preparation of a formal report providing geotechnical conclusions and
H recommendations for design and construction.
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,-, The tasks performed in order to achieve these objectives included:
• The collection and review of data in order to develop an exploration program.
f—l
^ • Subsurface exploration to determine the nature and stratigraphy of the subsurface
r-i soils and to obtain representative samples for laboratory testing.
• A visual reconnaissance of the site and surrounding area to ascertain the existence/—|of any unstable or adverse geologic conditions.i—I
n • Laboratory testing of representative samples in order to establish the classification
u and engineering properties of the soils.
• Analysis of the data collected and the preparation of this report presenting our
geotechnical conclusions and recommendations.
n
<-J Evaluation of hazardous wastes was not within the scope of services provided. The
- evaluation of seismic hazards was based upon field mapping and literature review. The
J information in this report represents professional opinions that have been developed
using that degree of care and skill ordinarily exercised, under similar circumstances, by
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reputable geotechnical consultants practicing in this or similar localities. No other
warranty, either expressed or implied, is made as to the professional advice included in
this report.
Krieger A Stewart - Beech A ve. Sewer
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PROJECT DESCRIPTION
The Beech Avenue Reach consists of approximately 1,060 lineal feet of proposed
sewer line extending from Ocean Street to the Washington Street Easement in the City
of Carlsbad. This line will replace an existing 8° VCP concrete-encased sewer pipeline.
U.S.G.S. Topographic Map, San Luis Rey Quadrangle, and Aerial Photograph (2003)
The depth of the proposed sewer ranges from approximately 13 to 30 feet. We
understand that the proposed sewer line will be constructed using minimum 8-inch
inside diameter gravity sewer. We understand that the new sewer may be constructed
using microtunneling or other trenchless construction methods.
Because the project will occur along an existing paved street, the project may require
the replacement of existing pavement and aggregate base material. We are not aware
if the project will involve the replacement of any existing underground utilities.
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Project No. Kl83-010 - December 2008 Inland Foundation Engineering, Inc.
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GEOLOGIC SETTING
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Regional Geology: The project area lies along the coastal portion of the geomorphic
,-, province known as the Peninsular Ranges. The Peninsular Ranges are described as a
(J series of ranges separated by northwest trending valleys, subparallel to faults branching
from the San Andreas Fault. The trend of the topography is similar to the Coast
n Ranges, but the geology is more like the Sierra Nevada, with granitic rock intruding the
L-J older metamorphic rocks. The Peninsular Ranges extend into lower California and are
„ bound on the east by the Colorado Desert. The Los Angeles Basis and the island
J group (Santa Catalina, Santa Barbara, and the distinctly terraced San Clemente and
San Nicholas islands), together with the surrounding continental shelf (cut by deep
n submarine fault troughs), are included in this province (California Department of
U Conservation, California Geologic Survey, 2002).
i Local Geology: More locally, the subject site rests within the Oceanside 30' x 60'
Quadrangle, as mapped by USGS. The area is tectonically and seismically active and
H is dissected by four major, northwest trending, oblique right slip, Pacific/North American
U Plate boundary fault zones. They include the Elsinore Fault Zone in the northwestern
corner of the quadrangle, the Newport-lnglewood-Rose Canyon Fault Zone in the
center of the quadrangle (origin of the 1933, M=6.3, Long Beach earthquake), the
^ Coronado Bank Fault Zone in the southwestern corner of the quadrangle (origin of the
1986, ML=5.3, Oceanside earthquake). Landslides are abundant in the western and
offshore parts of the quadrangle. Also, seismic hazards are numerous throughout the
area. A tsunami hazard exists along the coastal margin. The westerly portion of the
^ quadrangle is underlain by a relatively thick (>1000m) succession of Upper Cretaceous,
L-J Tertiary, and Quaternary sedimentary and volcanic rocks that unconformably overlie the
-, older plutonic and basement forearc rock sequence. These rocks consist chiefly of
u beds of marine, paralic and non marine claystone, siltstone, sandstone and
conglomerate and minor flows consisting mostly of Neogene basalt. Many cycles of
H uplift, erosion, subsidence and deposition since the Late Mesozoic have created the
—' complexity of the existing stratigraphic and structural settings (Kennedy & Tan, 2005).
. The soils encountered along the proposed alignment consist of marine terrace deposits.
These paralic deposits are defined as deposits laid down on the landward side of a
;-i coast.
Based upon our subsurface exploration, the soils are medium dense to dense, weakly
M to strongly cemented, silty sand and sand.
r-| Following is a portion of the U.S.G.S. Geologic Map of the Oceanside 30' x 60'
Lj Quadrangle, California (Kennedy & Tan, 2005) depicting the mapped geologic units in
the vicinity of the project alignment:
Krieger & Stewart - Beech Ave. Sewer
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Old pantile deposits. Unit 7 (late to middle
Pleistocene) — Mostly poorly sorted, moderately permeable,
reddish-brown, interfingered strand line, bench, esfuarine
and colluvial deposits composed of siltstone, sandstone and
conglomerate. These deposits rest on the 9-1 1 m Bird Rock
terrace (Fig. 3)
Old paraiic ' deposits. Unit 6 (late to middle
Pleistocene) — Mostly poorly sorted, moderately permeable,
reddish-brown, interfingered strandline, beach, estuarine
and colluvial ileposits composed of siltstone, sandstone and
conglomerate. These deposits rest on the 22-23 m Nestor
terrace
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Groundwater: The study area is located within the San Diego Hydrologic Region, which
drains west into the Pacific Ocean. The San Diego Hydrologic Region encompasses
approximately 3,900 square miles and is further subdivided into 1 1 major watersheds.
This project lies within the Carlsbad Watershed. The Carlsbad Watershed occupies
approximately 210 square miles, extending from Lake Wohlford on the east to the
Pacific Ocean on the west and from Vista on the north to Cardiff-by-the-Sea on the
south. This watershed includes the cities of Oceanside, Carlsbad, Encinitas, Vista, and
Escondido. The watershed is drained by Buena Vista, Agua Hedionda, San Marcos
and Escondido creeks and contains four coastal lagoons, including Buena Vista, Agua
Hediona, Batiquitos and San Elijo lagoons (Dudek & Associates, 2003).
Krieger & Stewart - Beech Ave. Sewer
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Groundwater was encountered within one of our exploratory borings (B-03) at a depth
of 25 feet or elevation of 22 feet MSL. This is approximately five feet below the sewer
invert elevation at that location. Oxidation-reduction mottling was encountered within
this boring at a depth of 24 feet. Seasonal fluctuation of groundwater levels is
anticipated and could be a factor during the construction of the sewer.
Groundwater levels in the vicinity reported by Gregg Drilling were reviewed for this
project. Near the intersection of Tamarack Avenue and the 1-5 Freeway, located
approximately 1.2 miles southeast of the site, an approximate depth to groundwater of
45 feet was reported on March 29,1999. The site is approximately 15 feet higher in
elevation than the project alignment. A second site, located approximately 0.6 miles
east-northeast and approximately 20 feet higher in elevation was drilled on March 8,
2000 and had an approximate groundwater depth of 15 feet (Gregg Drilling, 2006).
This data may be of little relevance to the subject site with the exception that the
groundwater observations indicate a regional gradient toward the southwest within the
portion of Beech Avenue that is the subject of this study. This is illustrated in the
following diagram:
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30
20
10
Station 0+00
7
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:- — • -
;
^" Groundwater
Station 5+00
BEECH AVENUE
Station 10+00
The groundwater data indicated for our current exploration is only representative of the
conditions at the time of our exploration and may not reflect the conditions during
construction. Therefore, the local groundwater conditions should be assessed by the
contractor prior to the commencement of work in order to determine if groundwater will
adversely affect the construction process.
Seismicitv: The project site does not lie within a State of California Alquist-Priolo
Earthquake Fault Zone, however the proposed alignment is located within a seismically
active region of Southern California. No documented faults are mapped trending
through the alignment; however there are several relatively nearby faults, which are
capable of producing significant ground shaking at the site during major earthquakes.
Krieger & Stewart - Beech Ave. Sewer
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The following is a portion of a map and associated legend entitled "Fault Activity Map of
California and Adjacent Areas", compiled by Charles W. Jennings (CDMG, Geologic
Data Map No. 6, 1994) depicts the mapped faults in the site locale of the subject
property.
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Square on fault indicates where fniih creep slippage has occurred that has been triggered hy an
earthquake on Some iiijici-lauli. Date of causative earthquake indicated. Squares u. right and left of
date indicate terminal points between which triggered creep slippage has occurred (creep cither
continuous or intermittent between these end (mints). lMgB *'WUi«s
Hiilocette fault displacement (during past 10.1)0" years) without historic record. Cieomorphic
evidence for I loloecne faulting includes sag ponds: scarps showing little erosion, or the following
features in llolocenc age deposits: offset stream courses, linear scaips. shutter ridges, and
triunuular I'aceied spats. Kccency of faulting olTsltore is based on the interpreted age of the
youngest grain displaced by faulting. Pale orange band 3S22XXS2 added to emphasize
location of Hnloccnc fault displacement.
l-alc Quaternary fault displacement (during past 700.0(10 years). Ckomorphic evidence similar
10 that described lor Holoccnc. faults except features arc less distinct, l-aulting may be younger.,
but lack of younger overlying dc|x>siis precludes more accurate age classification.
Quaternary fault tage iiiidiffcrcmiated). Most faults of this category show evidence of
displacement sometime during the past 1.6 million years; possible exceptions are faults which
displace rocks of undilfcrcnliaied I'lio-I'leisioccnc age. Unnumbered Quaternary faults were
based on Fault Map of California. 1975. Sec .Bulletin 201. Appendix D lor source data.
Late Ccno/oic faults within the Sierra Nevada including, bin not restricted.tu. ihe Foothills
fault svsteni. Faults show Siralie,raphic and/or gcoinorpliic evidence for displacement of late
Miocene and Pliocene deposits. Uy analogy, laic Ceno/oic faults in diis system thai have been
investigated in detail may have been active in Quaternary lime. (Data from PG&F.. IW>.
Pre-Quatcmary fault (older than 1.6 million years) or fault without recognized Quaternary
displacement. Some faults are shown in this category because the source of mapping "serf was
of reconnaissance nature, or was not done with the object of dating fault displacements. Faults
in this category arc not necessarily inactive.
Fault Segment associated with a significant linear trend of accurately located earthquake
epicenters (magnitude 0.2 or greater). Cienerally aligned along strike slip faults having
Quaternary displacement, hut nut necessarily with historic surface rupture. Ijtck of seismic
activity along any fault is no indication that the fault may not be active in the future (e.g. San
Andreas fault north of San Francisco). Epicenter data fire derived from closely spaced seismic
slationsand include either continuing mieroxeismicily or afters hocks associated with relatively
large earthquakes.
nu According to maps compiled by the California Department of Conservation, Division of
Mines and Geology (DMG) the major faults influencing the site, distances and
maximum earthquake magnitudes are as follows:
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Newport-lnglewood (Offshore)
Rose Canyon
Coronado Bank
Elsinore-Temecula
Elsinore-Julian
Distance
(Km)
7.1
7.3
33.3
39.2
39.7
Earthquake
Magnitude (Mw)
6.9
6.9
7.4
6.8
7.1
Slip Rate
(Mm/Yr)
1.50
1.50
3.00
5.00
5.00
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The primary geologic hazard affecting the project is that of ground shaking. Probabilistic
site parameters developed using FRISKSP (Blake, 2000) indicate that there is a 10%
probability that a site acceleration of 0.28g will be exceeded in a 50-year period. The
ground acceleration corresponding to a 10% Probability of Exceedance in 100 years is
Krieger & Stewart - Beech Ave. Sewer
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estimated to be 0.36g. The Modal Magnitude based upon a deaggregation analysis is
7.0.
2001 California Building Code Criteria: On the basis of Standard Penetration
Testing (SPT), it is our opinion that the Soil Profile Type may be assumed to be SD over
the project alignment for the purpose of developing seismic design criteria in
accordance with the 2001 California Building Code. On the basis of the subsurface
conditions and local fault characteristics, the California Building Code provides the
following seismic design parameters:
16-1
16-J
16-Q
16-R
16-S
16-T
16-U
Seismic Zone Factor Z
Soil Profile Type
Seismic Coefficient Ca
Seismic Coefficient Cv
Near Source Factor Na
Near Source Factor Nv
Seismic Source Type
Recommended Valuep* •- -•" **&$&& "f *• **&m *•
0.4
SD
0.44
0.71
1.1
1.1
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2007 California Building Code Criteria: Included for this study was an assessment of
the seismic parameters of the subject site with respect to the 2007 California Building
Code (CBC). The mapped spectral acceleration parameters, coefficients, and other
related seismic parameters were determined by using the Java Ground Motion
Parameter Calculator (U.S.G.S., 2007) and other sources. On these bases, the 2007
California Building Code provides the following seismic design parameters:
VtfctCBC'-Qilfklg',"fW™M^"'i^ifft,.; i, ^ •* •& ,**,» t"-v ,_T»-
Table 1613.5.2
Fig. 1613.5(3)
Fig. 1613.5(4)
1613.5.3(1)
1613.5.3(1)
Eq. 16-37
Eq. 16-38
Eq. 16-39
Eq. 16-40
1613.5.6
V-***, *, -f'''^? " ^I^ci^^w *• J
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Site Class
Mapped Spectral Acceleration - Ss
Mapped Spectral Acceleration - Si
Site Coefficient - Fa
Site Coefficient - Fv
MCE Spectral Acceleration - SMS
MCE Spectral Acceleration - SMI
Design Spectral Acceleration - SDS
Design Spectral Acceleration - SDi
Seismic Design Category
^"Recommended
1 a ?•'« - "*4 '4- Value- -•x v^ %r *^«; ^-A- *"*** if3* * -
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1.338
0.504
1.0
1.5
1.338
0.756
0.892
0.504
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It should be noted that these provisions are intended to be the minimum design
condition for structures and are often used as the maximum level to which structures
are designed. The minimum code criteria are designed to allow occupants to safely
n evacuate a structure after an earthquake. The structure may no longer be safe for
(j inhabitants and may ultimately have to be demolished.
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SUBSURFACE CONDITIONS
The results of our investigation indicate that the site may be characterized as being
underlain by both predominately granular soils consisting of interbedded silty sands and
sands. Larger particles consisting of cobbles or boulders were encountered within our
exploratory boring B-01 at a depth of 26 feet. Due to the nature of the exploratory
borings, it is not possible to estimate the size of particles in the cobble and boulder
range.
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The granular materials were generally observed to be in a moderately dense to dense
condition. In borings B-01 and B-02, cementation may be described as weak to
moderate. In Boring B-03, some of the soils were described as being strongly
cemented.
Groundwater was encountered within one of our exploratory borings (B-03) at a depth
of 25 feet. Apparent oxidation-reduction mottling was encountered within this boring at
a depth of 24 feet. A generalized profile indicating the boring locations and ground-
water levels relative to the sewerline and ground surface is presented below:
CMO
40
30
20
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5 ^^ ~— ,-gj-
^-^ ^ 1-- ;^n . I i
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"""is
Exisitng Sewer — \ [
.. - — - — ^ ^j (•
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-' "^^^ tT^- Groundwater ~~~^
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BEECH AVENUE
Moisture contents of samples retrieved from our borings were variable, depending upon
the soil type and the effects of groundwater. Moisture contents ranged from
approximately three to twenty-four percent. Optimum Moisture Contents ranged from
approximately 9 to 13 percent.
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Relative Compactions within the upper 20 feet ranged from approximately 81 to 97
percent. The average Relative Compaction was observed to be approximately 94
percent with a statistical uncertainty of 5 percent. These were computed using
maximum dry densities determined in accordance with ASTM D1557-07. This is useful
in estimating volumetric shrinkage of soil that is excavated and reused as compacted
backfill and in estimating the in-situ strength characteristics of the soil (E').
Krieger & Stewart - Beech Ave. Sewer
Project No. KI83-OfO - December 2008 11 Inland Foundation Engineering, Inc.
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Consolidation testing indicated that most of the soil is normally- to slightly over-
consolidated. The testing reveals slightly compressible soils.
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Sand Equivalent (SE) values ranged from 21 to 35.
Analytical testing indicates sulfates concentrations are less than 0.001 percent.
Chloride concentrations range from 70 to 140 parts per million. Saturated Resistivities
ranged from 3,600 to 10,100 ohm-cm and pH values ranged from 7.4 to 8.4. A
Corrosion Engineering study was not within the scope of services for this project.
Krieger & Stewart - Beech Ave. Sewer
Project No. Ki 83-010 - December 2008 1 2 Inland Foundation Engineering, Inc.
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CONCLUSIONS AND RECOMMENDATIONSn
On the basis of our exploration and testing, it is our opinion that the feasibility of the
q proposed construction will be dependent upon the construction methods used. In
LJ general, the soils are in a medium dense to dense condition, are weakly to strongly
cemented and are expected to provide a stable environment for the pipeline
construction using the proposed replacement technologies. Although the soil
conditions may be suitable for a variety of construction techniques, the concrete
<~\ encasement of the existing sewerline may present an obstacle to some of the proposed
L-l methodologies such as pipe-bursting and micro-tunneling.
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Caving was not encountered within our exploratory borings. However, hollow-stem
augers were used to case the borings in a specific effort to prevent caving. The borings
were backfilled with a Bentonite slurry placed through the augers as they were with-
drawn in accordance with the requirements of the County of San Diego. Caving of
open cuts appears to be likely within the sands encountered in Borings B-01 and B-02.
Although the cementation of the soil encountered in Boring B-03 makes caving less
likely, groundwater on the northeast portion of the project could trigger caving in that
n, area.
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r-i Groundwater was not encountered within the zone of anticipated pipeline excavation
LJ during this study. Groundwater was encountered at a depth of approximately 25 feet
(elevation of 22 feet above MSL) in Boring B-03 located near the eastern end of the
propose pipeline alignment. The estimated cover depth at this location is about 19 feet.
u The elevation at the tie-in at the east end of the alignment is approximately 19 feet MSL
m which is approximately 3 feet below the groundwater level observed in Boring B-03
U located approximately 200 feet to the west. Groundwater should be expected within
approximately 65 feet of the tie-in.n
All work should be performed in accordance with the specifications of the City of
Carlsbad. The following sections present more detailed recommendations and
conclusions regarding excavatability, groundwater, trench wall stability, pipe bedding,
embedment, compaction characteristics, lateral design, protection of existing utilities
and trench backfill:
1. Excavatability: Soils along the alignment may be generally characterized as
interbedded silty sands and sands in a medium dense to dense condition.
Although some of these soils were strongly cemented, our subsurface
exploration does not indicate that the materials encountered within the proposed
pipeline depths will cause refusal to normal excavating equipment. The
oversized particles encountered in Boring B-01 were deeper than the planned
Krieger & Stewart - Beech Ave. Sewer
Project No. Ki83-010 - December 2008 13 Inland Foundation Engineering, Inc.
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excavation at that boring location. However, variations in the profile could occur
^ and these materials may be encountered. Caving of clean sands that are weakly
L cemented could influence the excavation process.
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(J 2. Groundwater: Groundwater was encountered within one of our exploratory
borings (B-03) at a depth of 25 feet or elevation of 22 feet MSL. Apparent
n oxidation-reduction mottling was encountered within this boring at a depth of 24
<-! feet. Groundwater conditions should be expected to fluctuate. The groundwater
data in this report is representative of the conditions at the time of our
J exploration and may not reflect the conditions during construction. Therefore,
the local groundwater conditions should be assessed by the contractor prior to
n the commencement of trenching in order to determine if groundwater will
J adversely affect the construction process. Should groundwater be indicated
within the planned excavation depths, dewatering should be achieved prior to the
commencement of excavation. Monitoring wells should be installed to confirm
that dewatering to a depth of at least five feet below the base of the planned
n excavation is achieved prior to the commencement of the excavation process.
J The groundwater levels should be maintained to at least five feet below the
planned excavation depth until the backfilling is complete.
The portions of the pipeline that could be affected by groundwater are estimated
r to be minor unless the regional groundwater levels rise uniformly. Current data
L indicates that groundwater is likely to be encountered in excavations made within
approximately 65 feet of the tie-in at Station 10+64.10. Therefore, dewatering
n prior to excavating is indicated.
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n If groundwater occurs at the base of any excavation, we recommend that the
u excavation process be discontinued to reduce the magnitude of base heave.
The groundwater level should be lowered to at least five feet below the base of
n the excavation before proceeding. If the excavation is not properly dewatered
iJ and slight base heave occurs, it could result in post-construction settlement of
the pipeline and manholes.
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3. Trench Wall Stability: All excavations should be configured in accordance with
Cal/OSHA requirements. Our exploration and testing suggests that the soils may
be classified as being Type C as described in the Excavation Standard of OSHA.
This will not be applicable over any areas affected by saturated soils and/or
J groundwater, which should be anticipated over portions of the pipeline alignment.
The portions of the pipeline that could be affected by groundwater are estimated
r-i to be minor unless the regional groundwater levels rise uniformly. Current data
j indicates that groundwater is most to be encountered in excavations made within
approximately 65 feet of the tie-in at Station 10+64.10.
Krieger & Stewart - Beech Ave. Sewer
Project No. K183-01 o - December 2008 14 Inland Foundation Engineering, Inc.
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The classification of the soil and the shoring and/or slope configuration should be
the responsibility of the contractor on the basis of the trench depth and the soil
encountered. The contractor should have a "competent person" on-site for the
purpose of assuring safety within and about all construction excavations.
Temporary shoring may be designed to resist the earth pressure with the effects
of hydrostatic pressures and surcharged loads superimposed. Cantilever
shoring should be based upon a triangular pressure distribution using the active
earth pressure. Shoring, which is braced, may be designed assuming a
rectangular pressure distribution. The following diagrams illustrate these
assumed pressure distributions:
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p=32H
BRACED SHORING UNRESTRAINED SHORING
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4. Pipe Bedding: Where bedding is necessary to bring the trench bottom up to
grade, we recommend a minimum bedding thickness of 6 inches be placed to
provide uniform and adequate longitudinal support under the pipe. The bedding
material should not be compacted within 6 inches of the bottom of the pipe.
Blocking should not be used to bring the pipe to grade. Bell holes at each joint
should be provided to permit the joint to be assembled properly while
maintaining uniform pipe support.
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Krieger & Stewart - Beech Ave. Sewer
Project No. Kl83-010 - December 2008 15 Inland Foundation Engineering, Inc.
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Haunch
;:^N>(/ Zone
Embedment iiilli-»- (( / 'Zone
Beddingcl(Uncompacted) p\ \ \r
^ ^^S^S&f^^f
5. Embedment: Processed native materials should provide suitable support for the
pipe where cover thicknesses are greater than three feet. On-site soils may be
classified silty sands and sands. A Lateral Modulus of Subgrade Reaction (E1) of
2,500 pounds per square inch may be assumed for the entire alignment.
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U If designs are based upon the use of imported granular embedment materials,
we recommend that a granular free-draining soil be used. The actual thickness
should be determined by the pipeline engineer or manufacturer. We recommend
"- that if imported granular embedment material is used, it have a minimum Sand
i— I Equivalent (SE) of 30 and be free of particles greater than two inches in
J diameter.
'""] To provide protection from particle migration, imported pipe embedment material
^ should be in accordance with the following criteria.
Di5 > 0.75mm and D5o < 7.5mm,
n where DIS and DSQ represent bedding material particle sizes corresponding to
U 15 and 50 percent passing by weight, respectively. If these criteria cannot be
met, a filter fabric will be required.
The most important factor affecting pipe performance and deflection is the
n (launching material and its density. Material should be placed and consolidated
vJ under the pipe haunch to provide adequate side support to the pipe while
avoiding both vertical and lateral displacement of the pipe from proper alignment.
n Where coarse material with voids is used for bedding, the same coarse material
^ should also be used for haunching with consideration given to native soil
migration. Haunching is placed up to the pipe springline.
Krieger & Stewart - Beech Ave. Sewer
Project No. Ki83-0to - December 2008 16 Inland Foundation Engineering, Inc.
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6. Compaction Characteristics: In general, we anticipate that the soils that are
"~1 excavated and replaced as controlled compacted backfill will respond to
'—' mechanical compaction. Laboratory testing suggests that jetting may not be a
(-, feasible alternative for achieving compaction. As the soils are placed, they
j should be compacted in shallow lifts that are compatible with the strength of the
pipe, the site conditions and the particular compaction methods used. This is the
n responsibility of the contractor to determine. We estimate that the shrinkage of
the native soils used in the backfill will be negligible but will vary along the
(—I alignment.
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7. Lateral Design: On the basis of laboratory testing, we propose a lateral bearing
; capacity (Passive Earth Pressure) of 250 pounds per square foot per foot of
depth below the lowest adjacent grade. This may be limited to 2,500 pounds per
n square foot per foot of depth. This may be assumed to be applicable for
J resisting jacking forces.
8. Unit Weight: For our recommendations, we have assumed a Unit Weight of
133 pounds per cubic foot for backfill compacted to an average of 93 percent at
^ near optimum moisture content.
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rn 9. Protection of Existing Utilities and Storm Drains: Where the pipeline is
^ constructed beneath existing utility crossings and storm drains, care should be
taken to assure adequate compaction of the backfill beneath the existing utilities.
n If the existing utilities are rigid or encased in concrete, we recommend that the
^ backfill consist of compacted soil to a depth of not less than one foot beneath the
n utility invert. The remaining backfill should consist of sand-cement slurry poured
u around the existing utility line to assure adequate contact at the base. Protection
of flexible pipes may also require the placement of sand-cement slurry.n
^ Protection of adjacent utilities will largely depend upon maintaining stable slopes.
r-i Planned vertical excavations should be reviewed to verify that they would not
{J remove lateral support from any adjacent flexible utilities.
n 10. Recommended Specifications for Placement of Trench Backfill:
Trench Excavation: Trenches shall be excavated according to the line and grade
q as shown on the drawings. Unless otherwise specified, pipeline trenches shall
U be excavated with the following clear distances:
j • For pipe diameters up to 12-inches, the trench width shall provide 6 to 9-
inches of clearance between the edge of the pipe and the wall of the trench.
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1— Krieger & Stewart - Beech Ave. Sewer
Project No. KI83-010 - December 2008 11 Inland Foundation Engineering, Inc.
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• For pipe diameters of over 12 inches, the trench width shall provide at least
^ 12-inches of clearance between the edge of the pipe and the wall of the
trench.
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i_j The sides of the trench shall be parallel to the pipe and shall maintain an equal
distance from the pipe. If the excavation is carried to below the design grade,
n the bottom of the excavation shall be refilled with approved material. Where soft
or otherwise unstable materials are encountered, the excavation shall be carried
r-i to a depth as determined to be necessary by the Engineer and stabilized with
U gravel or other approved bedding material.
I The excavations receiving backfill shall be free of trash, debris, or other
unsuitable materials prior to the placement of backfill.
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J Pipe Zone Backfill: Except as otherwise required by the project specifications,
contract drawings or manufacturer's recommendations, imported pipe zone
backfill shall consist of clean, cohesionless soil having a Sand Equivalent of
greater than 30 and fewer than 10% particles finer than the No. 200 Sieve. To
n provide protection from particle migration, imported pipe zone material should
^J also be in accordance with the following criteria:
Di5> 0.75mm and D5o < 7.5mm,
^ where Di5 and D50 represent bedding material particle sizes corresponding to
*-> 15 and 50 percent passing by weight, respectively. If these criteria cannot be
,-, met, a filter fabric will be required.
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This material shall be placed and compacted in a manner that will assure firm
^ continuous encasement for the pipe. This may consist of careful flooding or
L-" jetting combined with vibratory compaction. Jetting should be implemented with
r-\ care to avoid the accumulation of water in the pipe zone. The minimum Relative
LJ Compaction within the pipe zone shall be 90 percent unless otherwise specified.
The pipe zone backfill shall extend to 12 inches above the top of the pipe.
n
^ Trench Backfill: Trench backfill material should be native or approved granular
r~i materials which are free of organic and deleterious materials, rocks or lumps
\J greater than 3 inches in greatest dimension and other unsuitable materials
Trench backfill may be compacted at near optimum moisture content by
r~ mechanical means as necessary for the achievement of satisfactory compaction.
Unless otherwise specified by the drawings, specifications or encroachment
permits, the minimum acceptable degree of compaction shall be 90 percent of
Krieger & Stewart - Beech Ave. Sewer
Project NO. Ki 83-010 -December 2008 18 Inland Foundation Engineering, Inc.
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the maximum dry density. This is with the exception of the upper 12 inches
H within roadway areas which shall be compacted to a minimum of 95 percent
"-1 Relative Compaction.
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u Observations and Compaction Testing: During backfilling, continuous
observations and compaction testing shall be conducted in order to verify
r~| satisfactory compaction. The Maximum Dry Density-Optimum Moisture Content
u relationship shall be determined by means of the ASTM Standard D1557-07 test
r-i method. The field density shall be determined by either the ASTM Standard
J D1556-07 or ASTM D6938-07b test method. The compaction shall be verified at
maximum intervals of 250 feet for each 2-foot vertical lift or as otherwise
H determined to be necessary by the District Inspector in the field during
backfilling. Some backfill and compaction methodologies will dictate much
n shorter test intervals. Compaction testing is required within the pipe zone backfill
LJ unless gravel is specified and used as backfill material within that zone.
Continuous observations should also be made during the placement of slurry
' around and beneath existing utilities.
n Retests: Should testing reveal insufficient compaction, additional testing will be
U necessary in order to define the area requiring recompaction. Without further
testing, it will be assumed that the area between a failing test and a passing test
I is not properly compacted. As a guideline for evaluation, one test may be taken
at a distance from the failing test equal to 20 percent of the distance to the next
^ passing test. If the test reveals satisfactory compaction, the area between the
L~J failing test and the passing test shall be recompacted. If the test reveals
0 inadequate compaction, the process should be repeated in order to delineate the
J unsatisfactory area. After recompaction of "failing" areas, retesting should be
conducted in order to confirm satisfactory compaction. At least one retest is
n required for each failing test, even if failing tests are for the purpose of
LJ delineating the area requiring additional work.
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1 1 . Pipe Bursting Alternative Considerations: If pipe bursting is considered as an
alternative for this project, design and installation factors including ground
conditions, groundwater conditions, degree of upsizing required, construction
and depth of the existing pipeline, etc. should be considered. Typically,
n somewhat less favorable soil conditions for pipe bursting involve densely
u compacted soils and backfills, soils below the water table and dilatant soils (soils
that expand in volume as they are sheared, e.g. angular sands. Each of these
H soil conditions tends to increase the force required for the bursting operation and
to increase the zone of influence of the ground movements (Simicevic & Sterling,
n 2001).
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Krieger & Stewart - Beech Ave. Sewer
Project No. K183-OW - December 2008 1 9 Inland Foundation Engineering, Inc.
Very dense soils are present along the project alignment. In addition, seasonal
n fluctuations of the groundwater levels could result in portions of the alignment
being below the groundwater table. Perhaps the most significant factor for this
n particular project may not be related to soil conditions. The existing pipeline is
jj encased in concrete. Special equipment and methodologies are available to
address concrete encasement. Therefore, a qualified and experienced
n contractor should carefully evaluate these conditions to assess the feasibility and
selection of appropriate pipe bursting system.
n
ij Utilities that interfere with or may be damaged by the burst should be located
exposed prior to the burst. The contractor should take all care in protection of
'~! existing utilities potentially affected by the pipe bursting operation.u
n 12. Microtunneling Alternative: Another alternative under consideration is
LJ microtunneling. This is a trenchless technique where pipe-jacking is combined
with horizontal drilling or boring to directly install underground pipelines.
Hydraulic jacks are used to push specially designed pipes through the ground at
the same time the excavation is taking place. The only excavations that are
n necessary for the installation are for jacking and receiving pits that may coincide
t-J with manhole locations. These are typically retained using sheetpiling designed
,_ in accordance with the parameters provided in this report. If the alignment is to •
be collinear with the existing sewer, the presence of existing manholes and
concrete encased sewer line could be problematic.
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<-> Conditions will vary along the pipeline alignment. The soils may be assumed to
r-, have negligible adhesion but will impose frictional resistance. Our test data
jj suggests a coefficient of friction of up to 0.65.
n Our borings indicate soil conditions that are expected to be suitable for this
"-J alternative. Seasonal fluctuations of the groundwater levels could result in
,-, portions of the alignment being below the groundwater table. Dewatering as
i_i previously discussed in this report will be necessary. A qualified and
experienced contractor should carefully evaluate the ground conditions, design
n requirements and the site conditions to assess the overall feasibility and the
selection of appropriate excavation methods and earth support systems.
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Project NO. K183-OIO - December 2008 20 Inland Foundation Engineering, Inc.
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GENERALn
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The findings and recommendations presented in this report are based upon an
interpolation of the soil conditions between boring locations. Should conditions be
encountered during construction that appears to be different than those indicated by
this report, this office should be notified.
At the request of Krieger & Stewart, Inc., the services provided for this project were
n performed for the City of Carlsbad for their use in the design of the Beech Avenue
iJ Sewer Project. This report may only be used for this purpose. The use of or reliance
upon this report by parties other than Krieger & Stewart, Inc. and the City of Carlsbad or
I for other purposes is not authorized without written permission by Inland Foundation
Engineering, Inc. Inland Foundation Engineering, Inc. will not be liable for any projects
n connected with the unauthorized use of this report.
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(-, The recommendations of this report are considered to be preliminary. The final design
LJ parameters may only be determined or confirmed at the completion of project
construction on the basis of observations made during the project construction
'"I operation. To this extent, this report is not considered to be complete until the
u completion of both the design process and project construction.
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^ Project NO. KI 83~oio -December 2008 21 Inland Foundation Engineering, Inc.
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REFERENCES
L Blake, T.F. 1 989, EQSEARCH, A computer program for the estimation of peak horizontal
acceleration from Southern California Historical Earthquake Catalog, Version 2.2 (1995).
Blake, T.F. 1 989, EQFAULT, A computer program for the deterministic prediction of peak
n horizontal acceleration from digitized California faults, Version 2.2 (1995).
California Department of Conservation, California Geologic Survey, 2002, California
M Geomorphic Provinces, Note 36.
i— i City of Carlsbad Water Department, Verbal Communications with Joe Adams, Gary
J Goodman, July 5, 2007.
H Dudek & Assoc, 2003, Carlsbad Water and Sewer Master Plan, Program EIR.U
n Hart, E.W., 1997, "Fault Rupture Hazard Zones in California," California Division of Mines
J & Geology Special Publication 42.
H Jennings, C.W., "Fault Activity Map of California and Adjacent Areas", 1994, CDMG,
u Geologic Data Map No. 6.
Krieger & Stewart, Inc., 2007, Preliminary Construction Plans.
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Pipe Jacking Association, "An introduction to pipe jacking and microtunneling design",
ISBN 978-0-9525982-2-0.
Simicevic, J, & Sterling, R.L., 2001 , "Guidelines for Pipe Bursting", prepared for Army Corp
of Engineers, TTC Technical Report #2001 .02.
Krieger & Stewart - Beech A ve. Sewer
n Project No. Kl83-010 - December 2008 22 Inland Foundation Engineering, Inc.
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q APPENDIX A
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FIELD EXPLORATION
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For our field investigation, 3 exploratory borings were excavated by means of a
truck mounted rotary auger rig at the approximate locations shown on Figure A-
6. The rig utilized 8-inch diameter, hollow-stem augers. Continuous logs of the
materials encountered were made on the site by a Soil Engineer. These are
presented on Figures A-3 through A-5.
Representative undisturbed samples were obtained within our borings by driving
a thin-walled steel penetration sampler with successive 30-inch drops of a 140-
q pound hammer. The sampler was lowered to the bottom of the boring through
u the hollow-stem auger. The number of blows required to achieve each six
inches of penetration were recorded on our boring logs and used for estimatingr~i the relative consistencies of the subsoils. The sampler type carried brass
sample rings having diameters of 2.41 inches. Undisturbed samples were
n removed from the sampler and placed in moisture sealed containers in order to
u preserve the natural soil moisture content. The samples were then transported
^ to our laboratory for further observations and testing.
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In accordance with the requirements of the County of San Diego, the borings
1-1 were backfilled using a bentonite slurry that was placed through the auger as the
^ augers were withdrawn.
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UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487-06)
PRIMARY DIVISIONS GROUP SYMBOLS SECONDARY DIVISIONS
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CO —CO UJo -^^CO ^ CO
2 S>
u.*s SiUJCOor
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tro
CLEAN
GRAVELS
(LESS
THAN) 5%
FINES
GW
GP
GRAVEL
WITH
FINES
GM
GC
CLEAN
SANDS
(LESS
THAN) 5%
FINES
SW
SP
SANDS
WITH
FINES
SM
SC
WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES
POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO
FINES
SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES
CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES
WELL GRADED SANDS, GRAVELLY SANDS. LITTLE OR NO FINES
POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES
SILTY SANDS, SAND-SILT MIXTURES
CLAYEY SANDS, SAND-CLAY MIXTURES
CO
CO
CO ft_l UJ
§ si
z §!
1 f
UJorO
if ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY
FINE SANDS
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS,
SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC SILT-CLAYS OF LOW PLASTICITY
Q
5S2j2S•d <->CO
to:
!£S
e
MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDS OR
SILTS, ELASTIC SILTS
CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGAN 1C SOILS PT PEAT. MUCK AND OTHER HIGHLY ORGANIC SOILS
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SANDSTONES SS
>- CO< _J
O Ul
CL
SILTSTONES SH
X X
X X
X X
CLAYSTONES CS
LIMESTONES LS
SHALE SL
CONSISTENCY CRITERIA BASES ON FIELD TESTS
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RELATIVE DENSITY - COARSE - GRAIN SOIL
RELATIVE
DENSITY
VERY LOOSE
LOOSE
MEDIUM
DENSE
DENSE
VERY DENSE
SPT*
(# BLOWS/FT)
<4
4-10
10-30
30-50
>50
RELATIVE
DENSITY
(%)
0-15
15-35
35-65
65-85
85-100
MOISTURE CONTENT
CONSISTENCY -
FINE-GRAIN SOIL
CONSISTENCY
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
SPT
(# BLOWS/FT)
<2
2-4
4-8
8-15
15-30
>30
TORVANE
UNDRAINED
SHEAR
STRENGTH
(tsf)
<0.13
0.13-0.25
0.25-0.5
0.5-1.0
1.0-2.0
>2.0
POCKET "
PENETROMETER
UNCONFINED
COMPRESSIVE
STRENGTH (tsf)
<025
0.25-0.5
0.5-1.0
1.0-2.0
2.0-4.0
>4.0
CEMENTATION
• NUMBER OF BLOWS
OF 140 POUND
HAMMER FALLING
30 INCHES TO DRIVE A
2 INCH O.D.
(1 3/8 INCH I.D.) SPLIT
BARREL SAMPLER
(ASTM -1586 STANDARD
PENETRATION TEST)
" UNCONFINED
COMPRESSIVE
STRENGTH IN
TONS/SQ.FT. READ
FROM POCKET
PENETROMETER
DESCRIPTION
DRY
MOIST
WET
FIELD TEST
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is below water table
DESCRIPTION
Weakly
Moderately
Strongly
FIELD TEST
Crumbled or breaks with handling or slight finger pressure
Crumbles or breaks with considerable finger pressure
Will not crumble or break wilh finger pressure
EXPLANATION OF LOGS Figure A-2
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Elevation:
Drilling Method:
Drilling Rig:
Boring Diameter:
LOG OF BORING B-01
46.0 Date(s) Drilled: 5/22/07 Logged by:
Hammer Type:
Sta. 10+95 Hammer Weight:
Hammer Drop:
FWC
Rotary Auger Auto-Trip
CME-55 140lb.
8-inches 30-inches
, .
£.
aUJa
- 5 -
- 10 -
- 15 -
- 20 -
- 25 -
0.
C3
V- ==
'••• ^
&
*.:-^
-•>
:' 4^. • •
(OO(O3
SM
SM
SM
SW
SM
IfIBBMU
SUMMARY OF SUBSURFACE CONDITIONS
This summary applies only at the location of the boring and at the time of
drilling. Subsurface conditions may differ at other locations and may change at
this location with the passage of time. The data presented is a simplification of
actual conditions encountered and is representative of interpretations made
during drilling. Contrasting data derived from laboratory analysis may not be
reflected in these representations.
AASPHALT CONCRETE (3.5 inches) r~
SILTY SAND. fine to medium grained, dark red brown, moist.
medium dense.
TERRACE DEPOSITS (PARALIC) -
SILTY SAND. fine to medium grained, dark red brown.
moist, medium dense.
.
-
SAND with SILT. fine to coarse grained, red brown, moist.
dense, moderately cemented.
-
.
SILTY SAND, fine to verv coarse drained, arav brown.
slightly moist, dense, poorly cemented.
BOULDERS and COBBLES in SAND MATRIXfine to
coarse grained, brown, slightly moist, medium dense to
End of boring at 28.25 feet. No groundwater or mottling
encountered. Boring backfill with bentonite (full depth).
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Elevation:
Drilling Method:
Drilling Rig:
Boring Diameter:
54.0
LOG OF BORING B-02
Date(s) Drilled: 5/22/07 Logged by:FWC
Rotary Auger
CME-55
8-inches
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Hammer Type:
Hammer Weight:
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SUMMARY OF SUBSURFACE CONDITIONS
This summary applies only at the location of the boring and at the time of
drilling. Subsurface conditions may differ at other locations and may change at
this location with the passage of time. The data presented is a simplification of
actual conditions encountered and is representative of interpretations made
during drilling. Contrasting data derived from laboratory analysis may not be
reflected in these representations.
AASPHALT CONCRETE (3.5 inches) r~
SILTY SAND. fine to medium grained, dark red brown, moist,
loose to medium dense.
TERRACE DEPOSITS (PARALIC) -
SILTY SAND. fine to medium grained, red brown, moist,
medium dense to dense.
_
SILTY SAND, fine to medium grained . red brown to qrav J
brown, moist, medium dense to very dense, slightly to
moderately cemented.
_
- sand layers throughout -
1
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End of boring at 36.33 feet. No groundwater or mottling
encountered. Boring backfilled with cement-bentonite slurry
(full depth).
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Drilling Method:
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LOG OF BORING B-03
47.0 Date(s) Drilled: 5/22/07 Logged by:FWC
Rotary Auger
CME-55
8-inches
Sta. 18+50
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Hammer Weight:
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SUMMARY OF SUBSURFACE CONDITIONS
This summary applies only at the location of the boring and at the time of
drilling. Subsurface conditions may differ at other locations and may change at
this location with the passage of time. The data presented is a simplification of
actual conditions encountered and is representative of interpretations made
during drilling. Contrasting data derived from laboratory analysis may not be
reflected in these representations.
ASPHALT CONCRETE over AGGREGATE BASE(4 inches
"\over 8 inches) f~
SILTY SAND.fine to medium grained, dark red brown,
slightly moist, dense.
TERRACE DEPOSITS ( PARALIC1 -
CEMENTED SILTY SAND.fine to medium arained. qrav
brown, slightly moist, dense.
2 - mottled gray brown -
SILTY SAND, fine to medium grained, blue gray, wet, dense,
slightly to moderately cemented.
SILTY SAND.fine to coarse grained with clay, light gray, wet
to very moist, dense.
End of boring at 32.5 feet. Perched groundwater encuntered at
25 feet. Mottling encountered at 24 feet. Boring backfilled with
cement-bentonite slurry (full depth).
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JUT- INLAND FOUNDATION ENGINEERING, INC. ^Trl"I I 1^ cansbad, CA
1 ' • Project No. K1 83-010
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SITE PLAN
City of Carlsbad Beech Avenue Sewer Project
Carlsbad, California
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GRAPHIC SCALE
50 100 200
1INCH=100FT
400 LEGEND
-$- = Approximate Location of Boring
INLAND FOUNDATION ENGINEERING, INC.
1310 South Santa Fe Avenue
San Jacinto, California
(951)654-1555 FAX (951) 654-0551
DRAWN BY: SMG
SCALE: r-1001
JOB NO.: K183-010
DATE: 07-09-07 [FIGURE u
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n APPENDIX B
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LABORATORY TESTING
Representative bulk soil samples were obtained in the field and returned to our
n laboratory for additional observations and testing. Laboratory testing was
U generally performed in two phases. The first phase consisted of testing in order
^ • to determine the compaction of the existing natural soil and the general
jj engineering classifications of the soils across the site. This testing was per-
formed in order to estimate the engineering characteristics of the soil and to
H serve as a basis for selecting samples for the second phase of testing. The
Li second phase consisted of soil mechanics and analytical testing. This testing
n included direct shear testing and testing to estimate the concentration of water-
jj soluble sulfate. These tests were performed in order to provide a means of
developing specific design recommendations based on the strength
H characteristics of the soil.u
r-, CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample
I was weighed and measured in order to determine its unit weight. A small portion
of each sample was then subjected to testing in order to determine its moisture
n content. This testing was performed in accordance with the ASTM Standards
U D2937-04 and D2216-05. This was used in order to determine the dry density of
the soil in its natural condition. The results of these tests are shown on thenBoring Logs (Figures A-3 through A-5).
<~> Maximum Density-Optimum Moisture Determinations: Representative soiltLJ types were selected for maximum density determinations. This testing was
performed in accordance with the ASTM Standard D1557-07 test method A.
• The results of these tests are presented graphically on Figures B-4. The
maximum densities are compared to the field densities of the soil in order to
r] determine the existing relative compaction to the soil.
U
,—, Classification Testing: Three soil samples were selected for classification
u testing. This testing consists of mechanical grain size analyses, and, Atterberg
Limits determinations. This testing was performed in accordance with the ASTM
n Standards 0422-63(2002) and D4318-05. Sand Equivalent Testing was also
^ conducted on selected samples. These provide information for developing
r-i classifications for the soil in accordance with the Unified Classification System.
U
Krieger & Stewart - Beech Ave. Sewer
n Project No. Ki83-010 - December 2008 B-1 Inland Foundation Engineering, Inc.
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_ This classification system categorizes the soil into groups having similar
engineering characteristics. The results of these tests are very useful in
detecting variations in the soils and in selecting samples for further testing. The
r] results of these tests are presented on Figures B-5.
U
, -, SOIL MECHANIC'S TESTING
LJ
Direct Shear Testing: One sample was selected for Direct Shear Testing. This
H testing measures the shear strength of the soil under various normal pressures
^ and is used in developing parameters for foundation design and lateral design.
n Testing was performed using recompacted test specimens, which were saturated
LJ prior to testing. Testing was performed using a strain controlled test apparatus
with normal pressures ranging from 934 to 2230 pounds per square foot. The
results of these tests are shown on Figure B-6.
LJ
n Consolidation Testing: Two samples were selected for consolidation testing.
LJ This testing was performed in accordance with the ASTM Standard D2435-04.
For this test, relatively undisturbed samples were selected and carefully trimmed
into a one inch thick by 2.41-inch diameter consolidometer. The consolidometerLJ .was moisture sealed in order to preserve the natural moisture content during the
initial stages of testing. Loads ranging up to 22,666.1 pounds per square foot
were applied progressively with the rate of settlement declining to a value of
^ 0.0002 inches per hour prior to the application of each subsequent load. At a
preselected load, water was introduced into the consolidometer in order to
observe the potential for saturation collapse. The results of this testing are
<~| presented graphically on Figures B-7 and B-8,
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Project No. KI83-010 - December 2008 B-2 Inland Foundation Engineering, Inc.
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ANALYTICAL TESTING
Five samples were selected to determine the concentration of soluble sulfates,
chlorides, pH level, and resistivity of and within the on-site soils. The following
table presents the results of this testing:
Sample
Location
B-01
B-02
B-03
Sample
Depth (ft.)
2.5-8.5
10.5-36.33
3.5-26.0
Water-Soluble
Sulfates (%)
<0.001
<0.001
<0.001
Chlorides
(ppm)
70
120
140
Minimum
Resistivity
(ohm-cm)
10,100
3,600
5,900
pH
7.4
8.4
8.1
GENERAL
All laboratory testing has been conducted in conformance with the applicable
ASTM test methods by personnel trained and supervised in conformance with
our QA/QC policy. Our test data only relates to the specific soils tested. Soil
conditions typically vary and any significant variations should be reported to our
laboratory for review and possible testing. The data presented in this report are
for the use of Krieger & Stewart, Inc. and the City of Carlsbad, and may not be
reproduced or used by others without written approval of Inland Foundation
Engineering, Inc.
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Project No. K183-OIO - December 2008 B-3 Inland Foundation Engineering, Inc.
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150
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140
135
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' MOISTURE CONTENT, %
Specimen Identification Classification Max.Density MC%
• B-01 2.5 SILTYSANDSM 125.0 10.0
H B-02 10.5 POORLY GRADED SAND SP 113.5 13.0
A B-03 3.5 SILTYSANDSM 132.5 9.0
PROJECT Geotechnical Exploration PROJECT NO. K1 83-010
Beech Street DATE November 14, 2007
MAXIMUM DENSITY-OPTIMUM MOISTURE CURVES
Inland Foundation Engineering, Inc
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coarse
Specimen Identification
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B-02 10.5
B-03 3.5
Specimen Identification
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fine
SAND
coarse medium | fine
Classification S.
SILTY SAND SM
POORLY GRADED SAND SP
SILTY SAND SM
01 00
4.75
4.75
9.50
D60
0.31
0.47
0.29
D30
0.168
0.249
0.142
D10 %<
0.1585
PROJECT Geotechnical Exploration
Beech Street
SILT OR CLAY
G. LL
NP
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NP
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0.0
0.0
0.0
PL
NP
22
NP
%Sand
81.8
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NP
NP
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%Silt
Cu
3.0
%Clay
17.8
4.5
21.9
PROJECT NO. K183-010
DATE November 14, 2007
GRADATION CURVES
Inland Foundation Engineering, Inc
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NORMAL PRESSURE, ksf
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Specimen Identification Classification Phi Cohesion DD MC%
B-01 2.5 SILTY SAND SM 33 0.134 113 19
PROJECT Geotechnical Exploration
Beech Street
PROJECT NO. K183-010
DATE November 14, 2007
SHEAR TEST DIAGRAM
Inland Foundation Engineering, Inc
FIGURE NO. B-6
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Geotechnical Exploration
Beech Street
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PROJECT NO. K183-010
DATE November 14, 2007
CONSOLIDATION TEST
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FIGURE NO. B-7 .
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PROJECT NO. K183-010
DATE November 14, 2007
CONSOLIDATION TEST
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Geotechnical and Environmental Sciences Consultants
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GEOTECHNICAL EVALUATION
HOME PLANT LIFT STATION
SEWER PIPELINE REPLACEMENT
CARLSBAD, CALIFORNIA
PREPARED FOR:
Boyle Engineering
7807 Convoy Court, Suite 200
San Diego, California 92111
L
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PREPARED BY:
Ninyo & Moore
Geotechnical and Environmental Sciences Consultants
5710RuffmRoad
San Diego, California 92123
c
March 5, 2008
(Revised December 8, 2008)
Project No. 106275001
•*
A
5710RuffinRoad • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Rancho Cucamonga • Los Angeles • Oakland • Las Vegas • Phoenix • Denver • El Paso • Tucson
E March 5, 2008
(Revised December 8,2008)
Project No. 106275001
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Mr. Roman Obzejta
Boyle Engineering
7807 Convoy Court, Suite 200
San Diego, California 92111
Subject: Geotechnical Evaluation
Home Plant Lift Station
Sewer Pipeline Replacement
Carlsbad, California
Dear Mr. Obzejta:
In accordance with your authorization, we have performed a geotechnical evaluation for the
Home Plant Lift Station Sewer Pipeline Replacement project located in the city of Carlsbad,
California. This report presents our geotechnical findings, conclusions, and recommendations
regarding the proposed project. Our report was prepared in accordance with our proposal dated
October 24,2007.
We appreciate the opportunity to be of service on this project.
Sincerely,
NINYO & MOORE
Andres Bernal, G.E.
Senior Project Engineer
Ronald D. Hallum, C.E.G
Senior Geologist
Gregory T. Farrand, C.E.G.
Principal Geologist
MJB/RDH/ABS/GTF/ek
Distribution: (5) Addressee
5710 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Rancho Cucamonga • Los Angeles • Oakland • Las Vegas • Phoenix • Denver • E! Paso • Tucson
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
f TABLE OF CONTENTS
Page
C 1. INTRODUCTION 1
2. SCOPE OF SERVICES 1
3. PROJECT AND SITE DESCRIPTION 2
4. SUBSURFACE EXPLORATION AND LABORATORY TESTING 2
5. GEOLOGY AND SUBSURFACE CONDITIONS 3
5.1. Regional Geologic Setting 3
5.2. Site Geology 4
5.2.1. Fill(Qaf) 4
5.2.2. Topsoil/Colluvium (Col) 4
5.2.3. Terrace Deposits (Qt) 4
5.3. Groundwater 5
5.4. Landsliding 5
6. FAULTING AND SEISMICITY 5
6.1. Ground Rupture 6
6.2. Ground Shaking 6
6.3. Liquefaction 6
7. CONCLUSIONS 7
8. RECOMMENDATIONS 7
8.1. Excavation Characteristics 8
8.2. Shoring 8
8.3. Excavation Bottom Stability 9
8.4. Construction Dewatering 10
8.5. Microtunneling and Pipe Jacking 10
8.6. Lateral Pressures for Thrust Blocks 11
8.7. Modulus of Soil Reaction 11
8.8. Pipe Bedding 12
8.9. Trench Backfill 12
li
m
8.10. Fill Placement and Compaction 13
I
I
8.11. Corrosion 14
8.12. Concrete 14
8.13. Pre-Construction Conference 15
8.14. Construction Observation 15
9. LIMITATIONS 15
10. REFERENCES 17
I06Z7S001R Boyle HOIIK Plain Rev doc
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
£ Figures
• Figure 1 - Site Location Map
Figure 2 - Boring Location Map
{ Figure 3 - Fault Location Map
™ Figure 4 - Lateral Earth Pressures for Braced Excavation
Figure 5 - Thrust Block Lateral Earth Pressure Diagram
T^Lm Appendices
Appendix A - Boring Logs
i Appendix B - Laboratory Testing
** Appendix C - Typical Earthwork Guidelines
b
p 106275001 R Boyle Home Ptonl Rev doc
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Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
1. INTRODUCTION
In accordance with your request and our proposal dated October 24, 2007, we have performed a
geotechnical evaluation for the Home Plant Lift Station Sewer Pipeline Replacement project lo-
cated in Carlsbad, California (Figure 1). The purpose of this study was to evaluate the
geotechnical conditions at the site and provide geotechnical design and construction recommen-
dations for the proposed improvements. This report presents our geotechnical findings,
conclusions, and recommendations regarding the proposed projects.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
should be contacted if the reader requires additional information or has questions regarding the
content, interpretations presented, or completeness of this document.
2. SCOPE OF SERVICES
The scope of services for this study included the following:
• Reviewing background information including available geotechnical reports, geologic maps,
and topographic maps.
• Performing a geologic reconnaissance of the site.
• Visiting the site to mark the boring locations and coordinating with Underground Service
Alert for utility clearance.
• Coordinating with the North County Transit District (NCTD) to obtain encroachment per-
mits and access to their property for subsurface exploration.
• Drilling, logging, and sampling of two exploratory borings with a truck-mounted drilling rig
equipped with 8-inch diameter hollow-stem augers. Borings were advanced to depths of up
to approximately \9l/i feet below the existing ground surface.
• Collecting bulk and relatively undisturbed samples of the soils encountered during the per-
formance of the exploratory borings. Samples were then transported to our in-house
geotechnical laboratory for testing.
• Performing geotechnical laboratory testing on selected samples. Laboratory testing included
in-situ moisture content and dry density, grain-size analysis, percentage of particles passing
™ 106275001 R Boyle Home Plant Rev doc
L
ii Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001r
the No. 200 sieve, Atterberg limits, shear strength, and soil corrosivity (pH, resistivity, chlo-
ride content, and sulfate content).
• Compiling and analyzing the data obtained.
• Preparing this geotechnical report for preliminary design of the proposed improvements.
:
I" 3. PROJECT AND SITE DESCRIPTION
to We understand the Home Plant Lift Station Sewer project will consist of replacement of an ap-
I* proximately 175 foot long section of an existing 15-inch ductile iron pipe. We understand the
H
existing pipeline is distressed, with significant deposits, sagging, and an observed break
P (Krieger & Stewart, 2007). The new sewer will be constructed, largely utilizing trenchless con-
struction methods (e.g., jack-and-bore, microtunneling, etc.), parallel to the existing 15-inch
£ sewer. The proposed pipeline will extend from a new manhole to be located southwest of the
pump station, beneath the roadway to a new manhole on the east side of Carlsbad Boulevard. We
, understand the existing sewer invert is less than 20 feet in depth, with approximate invert eleva-
tions between 13 and 17 feet above mean sea level (MSL).
IP
" The project site is located adjacent to and south of the existing Home Plant Lift Station in north-
*• ern Carlsbad. The existing lift station is located at 2359 Carlsbad Boulevard, on the western side
*• of Carlsbad Boulevard and north of the NCTD railroad tracks. Carlsbad Boulevard in this area is
^ located atop a fill embankment north of an overpass for the NCTD tracks. The area of the new
*i manhole east of Carlsbad Boulevard, at the base of the 8 to 15 foot high road embankment, is
•• relatively level and is currently occupied by a cul-de-sac off of State Street, and a storage and
maintenance yard owned by NCTD. Surface elevations along the project alignment range from
IP" approximately 25 to 40 feet above MSL.
4. SUBSURFACE EXPLORATION AND LABORATORY TESTING
Our subsurface exploration was conducted on January 24, 2008 and consisted of the excavation,
logging, and sampling of two exploratory borings. The borings were drilled with a
truck-mounted drill rig with an 8-inch diameter continuous-flight, hollow-stem auger. The
I0627SOOI R Boyle Home Plan) Rev.doc
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
f* borings were drilled to depths of up to approximately 191A feet below the existing ground sur-
face. The purpose of the exploratory borings was to observe and sample the underlying earth
P materials. Relatively undisturbed and bulk samples were obtained from the borings at selected
intervals. The approximate locations of the borings are shown on Figure 2 and the corresponding
't. logs are presented in Appendix A. Borings were backfilled with bentonite and capped with soil.
fit Laboratory testing of samples obtained during our subsurface exploration included an evaluation
* of in-situ moisture content and dry density, grain-size analysis, percentage passing the
IF No. 200 sieve, Atterberg limits, shear strength, and soil corrosivity (pH, resistivity, chloride con-
tent, and sulfate content). The laboratory tests were performed at our in-house geotechnical
|P laboratory. The results of the in-situ moisture content and dry density tests are shown at the cor-
Ib responding sample depths on the boring logs in Appendix A. The results of the other laboratory
*" tests performed are presented in Appendix B.
It
m 5. GEOLOGY AND SUBSURFACE CONDITIONS
Our findings regarding regional and local geology, including faulting and seismicity, landslides, ex-
it cavatability, and groundwater conditions at the subject site are provided in the following sections.
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*• 5.1. Regional Geologic Setting
pi The project area is situated in the coastal foothill section of the Peninsular Ranges Geomor-
«• phic Province. This geomorphic province encompasses an area that extends approximately
»• 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip
• of Baja California (Norris and Webb, 1990). The province varies in width from approxi-
JP mately 30 to 100 miles. In general, the province consists of rugged mountains underlain by
* Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of the
southern California batholith.c
c The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault
zones trending roughly northwest. Several of these faults are considered active faults. The
Elsinore, San Jacinto and San Andreas faults are active fault systems located northeast of the
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Carlsbad, California Project No. 106275001
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* project area and the Agua Blanca-Coronado Bank, San Clemente, Newport-Inglewood, and
Rose Canyon faults are active faults located west of the project area. Major tectonic activity
r associated with these and other faults within this regional tectonic framework consists primar-
ily of right-lateral, strike-slip movement. Further discussion of faulting relative to the site is
r provided in the Faulting and Seismicity section of this report.
5.2. Site Geology
Geologic units encountered during our subsurface evaluation include fill materials, top-
soil/colluvium and terrace deposits. Generalized descriptions of the earth units encountered
during our subsurface exploration are provided in the subsequent sections. More detailed de-
scriptions are provided on the boring logs in Appendix A.
5.2.1. Fill (Qaf)
Fill material was encountered in exploratory borings B-l and B-2 to depths of approxi-
mately 4Yi feet and 7 feet below the existing ground surface (bgs), respectively. As
encountered, the fill material generally consisted of dark brown to gray brown, damp to
moist, soft, sandy clay and medium dense, clayey and silty sand with trace (less than
5 percent) gravel, cobbles, and small (less than 2 inches in diameter) pieces of asphalt.
5.2.2. Topsoil/Colluvium (Col)
Topsoil/coUuvium was encountered in exploratory borings B-l and B-2 underlying the fill
materials to depths of approximately 11 feet and 9 feet bgs, respectively. As encountered, this
material generally consisted of dark brown, damp to moist, very stiff to hard, sandy clay.
5.2.3. Terrace Deposits (Qt)
Quaternary-aged terrace deposits (Tan and Kennedy, 1996) were encountered in ex-
ploratory borings B-l and B-2 underlying topsoil/colluvium and extending to the total
depths explored. Recently these deposits have been remapped as Old Paralic Deposits
(Kennedy and Tan, 2005). As encountered, the deposits generally consisted of light gray
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brown and light reddish brown, damp to moist, dense to very dense, silty fine to me-
dium sand, with trace (less than 5 percent) coarse sand and clay.
5.3. Groundwater
Groundwater was not encountered in our exploratory borings. Groundwater levels may fluc-
tuate due to seasonal variations, irrigation, and other factors or be present as perched
groundwater or seepage in some areas. Due to these potential factors, groundwater may be
encountered during construction.
5.4. Landsliding
Based on our review of the original geotechnical evaluation for the site, other published geo-
logic literature, and aerial photographs and our subsurface evaluation, no landslides or
related features underlie or are adjacent to the subject site.
6. FAULTING AND SEISMICITY
L Based on our review of referenced geologic maps and stereoscopic aerial photographs, active or
potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last
f*^ 11,000 years and 2,000,000 years, respectively) have not been mapped in the site vicinity. The
closest known active fault is the offshore portion of the Rose Canyon fault zone, which is capa-
j^ ble of generating an earthquake of magnitude of 7.2 (United States Geological
Survey [USGSJ/California Geological Survey [CGS], 2002), located approximately 4 miles west
^jfc of the site (Treiman, 1993).
IP The principal seismic hazard considerations at the site are surface ground rupture, ground shak-
ing and seismically induced liquefaction. A brief description of the hazards and the potential for
their occurrence on site is presented below.
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6.1. Ground Rupture
The probability of damage from surface ground rupture is low due to the lack of known ac-
tive faults underlying the subject site or its vicinity. Surface ground cracking related to
shaking from distant events is not considered a significant hazard, although it is a possibility.
6.2. Ground Shaking
Based on a Probabilistic Seismic Hazard Assessment for the Western United States, issued
by the USGS/CGS (2002), the project site is located in a zone where the horizontal peak
ground acceleration having a 10 percent probability of exceedance in 50 years is 0.30g
(30 percent of the acceleration of gravity) with an estimated vertical peak ground accelera-
tion of 0.20g. The requirements of the governing jurisdictions and the 2007 California
Building Code (CBC) should be considered in the project design.
6.3. Liquefaction
Liquefaction is the phenomenon in which loosely deposited, saturated granular soils (located
below the water table) with clay contents (particles less than 0.005 mm) of less than
15 percent, liquid limit of less than 35 percent, and natural moisture content greater than
90 percent of the liquid limit undergo rapid loss of shear strength due to development of ex-
cess pore pressure during strong earthquake-induced ground shaking. Ground shaking of
sufficient duration results in the loss of grain-to-grain contact due to rapid rise in pore water
pressure, and it eventually causes the soil to behave as a fluid for a short period of time.
Liquefaction is known generally to occur in saturated or near-saturated cohesionless soils at
depths shallower than 50 feet bgs. Factors known to influence liquefaction potential include
composition and thickness of soil layers, grain size, relative density, groundwater level, de-
gree of saturation, and both intensity and duration of ground shaking.
Based on the lack of encountered groundwater to the depths explored (approximately
p. 19V2 feet) and the density of the fill, topsoil/colluvium, and terrace deposits underlying the
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• site, it is our opinion that the potential for liquefaction and consequent dynamic settlement to
occur at this site is not a design consideration.
7. CONCLUSIONS
Based on our review of the referenced background data, geologic field reconnaissance, subsurface
evaluation, and laboratory testing, it is our opinion that the proposed construction is feasible from a
geotechnical standpoint, provided that the recommendations of this report are incorporated into the
design and construction of the projects. Geotechnical considerations include the following:
• The on-site materials are expected to be excavatable with conventional heavy-duty earth-
moving equipment in good working condition.
• Although groundwater was not encountered in our exploratory borings, groundwater may be
encountered during construction.
• No active faults are reported underlying or adjacent to the site. The active Rose Canyon fault
zone has been mapped approximately 4 miles west of the site.
• Clayey topsoil/colluvial soils were encountered in both borings. These soils are not consid-
ered suitable for usage as trench zone (intermediate) backfill. The contractor should be
prepared to import soil to the site. Terrace deposits may be reused as trench zone backfill.
• Based on the anticipated invert elevation of the proposed pipeline, it is considered likely that
the jack-and-bore or microrunneling activities will be performed through terrace deposits.
• The project site would be considered corrosive based upon Caltrans criteria.
• Based on the lack of encountered groundwater to the depths explored and the consistency of
the fill, topsoil/colluvium, and terrace deposits underlying the site, it is our opinion that the
potential for liquefaction and consequent dynamic settlement to occur at this site is not a de-
sign consideration.
8. RECOMMENDATIONS
The following sections include our geotechnical recommendations for the design and construc-
tion of the proposed sewer pipelines. These recommendations are based on our evaluation of the
site geotechnical conditions and our understanding of the planned construction. We recommend
that the site earthwork and construction be performed in accordance with the following recom-
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f" mendations, the applicable requirements of governing agencies, and the Typical Earthwork
Guidelines included in Appendix C. In the event there are conflicting earthwork specifications
^ between applicable standards and the following recommendations, we recommend that the more
stringent requirements be followed.
8.1. Excavation Characteristics
I For temporary open excavations, such as open trench areas or access pits, we recommend
that the following Occupational Safety and Health Administration (OSHA) soil classifica-p»
. tions be used:
^ Fill, Topsoil/Colluvium, Terrace Deposits Type C
b
Upon making the excavations, the soil classifications and excavation performance should be
L evaluated in the field by the geotechnical consultant in accordance with OSHA. Temporary
excavations should be constructed in accordance with OSHA recommendations. For trench
to excavations, OSHA requirements regarding personnel safety should be met using appropri-
p. ate shoring (including trench boxes) or by laying back the slopes to no steeper than 1.5:1
IM (horizontal to vertical).
Temporary excavations that encounter seepage may be shored or stabilized by placing sand-
bags or gravel along the base of the seepage zone. Excavations close to or below the
groundwater (before or after dewatering) may encounter wet and loose or soft ground condi-
tions. Wet soils may be subject to pumping under heavy equipment loads. On-site safety of
^ personnel is the responsibility of the contractor.
rhi 8.2. Shoring
It is anticipated that the sewer pipeline will be installed with trenchless methods. We antici-
pate that shoring systems with bracings will be installed for the jacking and receiving pits as well
as for trenches over 4 feet deep. Shoring systems will be constructed through fill, top-
soil/colluvium, and terrace deposit materials. The shoring system should be designed using
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the lateral earth pressures shown on Figure 4. The recommended design pressures are based
on the assumptions that the shoring system is constructed without raising the ground surface
elevation behind the sheet piles, that there are no surcharge loads, such as soil stockpiles and
construction materials, and that no loads act above a 1:1 (horizontal to vertical) plane ex-
tending up and back from the base of the sheet pile system. The contractor should include
the effect of any surcharge loads on the lateral pressures against the sheet pile wall. Shoring
systems should be watertight, especially if a slurry microtunneling method is selected.
We anticipate that settlement of the ground surface will occur behind the shoring wall during
excavation. The amount of settlement depends heavily on the type of shoring system, the
shoring contractor's workmanship, and soil conditions. We recommend that struc-
tures/improvements in the vicinity of the planned shoring installation be reviewed with
regard to foundation support and tolerance to settlement. To reduce the potential for distress
to adjacent improvements, we recommend that the shoring system be designed to reduce the
ground settlement behind the shoring system to 1A inch or less. Possible causes of settlement
that should be addressed include settlement during shoring installation, excavations, con-
struction vibrations, dewatering, and removal of the support system.
It is not the intent of this report to provide a detailed shoring plan. Based on the method of
installation, the contractor should retain a qualified and experienced engineer to design the
shoring system, evaluate the adequacy of these parameters and provide modifications for the
design. Shoring plans should be reviewed by the district design engineer. We recommend
that the contractor take appropriate measures to protect workers. OSHA requirements per-
taining to worker safety should be observed.
8.3. Excavation Bottom Stability
In general, we anticipate that the bottom of the excavations will be stable and should provide
suitable support to the proposed improvements. Excavations that are close to or below the
water table (if encountered) may be unstable. In general, unstable bottom conditions may be
mitigated by overexcavating the excavation bottom to suitable depths and replacing with
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f^ compacted fill. Recommendations for stabilizing excavation bottoms should be based on
hi evaluation in the field by the geotechnical consultant at the time of construction.
to
8.4. Construction Dewatering
i Groundwater was not encountered in our exploratory borings. However, significant fluctua-
tions in the groundwater level may occur. Dewatering measures during excavationp«
: operations (if necessary) should be prepared by the contractor's engineer and reviewed by
the district design engineer. Considerations for construction dewatering should include an-
t
^ ticipated drawdown, volume of pumping, potential for settlement, and groundwater
discharge. Disposal of groundwater should be performed in accordance with guidelines of
jy the Regional Water Quality Control Board.
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h» 8.5. Microtunneling and Pipe Jacking
pi We understand microtunneling or jack-and-bore methods may be used for the pipeline sec-
ta tion beneath Carlsbad Boulevard. We anticipate that the potential micro tunnel or jack-and-
r» bore pipeline segment located beneath Carlsbad Boulevard will be approximately
•• 120 lineal feet in length. The invert elevation of the pipeline is not known at this time, but is
i- anticipated to be at approximate elevations varying between 13 and 17 feet above MSL.
Dense to very sand is expected to be encountered at the anticipated elevations of the pro-p»
y posed micro tunnel or jack-and-bore segment of the pipeline. The contractor should take
appropriate measures to reduce the loss of material at the drilling or casing head. Pipe fric-
^ tion can be reduced by over drilling, excavating a slightly larger diameter than the pipe size,
and by using drilling mud or other lubricants. We recommend that an experienced specialty
|§ contractor be used for the micro tunnel or jack-and-bore operations.
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The terrace deposit materials that will be encountered during the construction are expected
to have unconfined compressive strengths varying from zero pounds per square inch (psi) to
approximately 20 psi. These estimates are for the sand layers that make up the majority of
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the unit. However, resistant cobbles and gravel may be encountered which may result in dif-
ficult drilling or jacking conditions.
Due to the depth of the proposed pipeline, settlement is not anticipated to impact surface
improvements and underground utilities, provided an experienced contractor performs the
work. However, we recommend that settlement monuments be placed on the street section
and other improvements in the vicinity of the pipeline. Settlement monuments should be
monitored during construction and for one month after completion.
In order to evaluate the load factors on the proposed pipeline, the loading presented in the fol-
lowing table should be used. This load includes the embankment fill for Carlsbad Boulevard.
Table 1 - Loading on Trenchless Segment of Pipeline
Approximate Depth from Existing
Ground Surface to Top of Pipeline
(feet)
5
10
15
20
25
Load on Pipeline
(pounds/lineal foot of pipe)
775
1,275
1,600
1,800
1,900
Notes:
Linear interpolation may be used to obtain loading between the depths shown. Loading assumes 36-inch sleeve diameter
of the trenchless section. Loading may need to be modified for different sleeve sizes.
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8.6. Lateral Pressures for Thrust Blocks
Thrust restraint for buried pipelines may be achieved by transferring the thrust force to the soil
outside the pipe through a thrust block. Thrust blocks may be designed using the lateral pas-
sive earth pressures presented on Figure 5. Thrust blocks should be backfilled with granular
backfill material, and compacted in accordance with recommendations presented in this report.
8.7. Modulus of Soil Reaction
We anticipate some trenching will be used on this project. The modulus of soil reaction is used
to characterize the stiffness of soil backfill placed at the sides of buried flexible pipelines for
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i the purpose of evaluating deflection caused by the weight of the backfill above the pipe. For
pipelines constructed in granular fill, topsoil/colluvium, and terrace deposit materials, we rec-
f ommend that a modulus of soil reaction of 1,000 psi be used for design, provided that
granular bedding material is placed adjacent to the pipe, as recommended in this report.
8.8. Pipe Bedding
^y We recommend that pipes in open excavations be supported on 6 inches or more of granular
bedding material such as sand with a Sand Equivalent value of 30 or more. Bedding material
|g should be placed around the pipe and 12 inches or more above the top of the pipe in accor-
dance with the most recent edition of the Standard Specifications for Public Works
|g Construction ("Greenbook"). We do not recommend the use of crushed rock as bedding mate-
rial. It has been our experience that the voids within a crushed rock material are sufficiently
y large to allow fines to migrate into the voids, thereby creating the potential for sinkholes and
_ depressions to develop at the ground surface. Where wet and loose or soft soil conditions are
It encountered, the trench excavation should be extended to approximately 1 foot or more below
0, the pipe invert elevation and should be backfilled with gravel wrapped in filter fabric.
b
Special care should be taken to prevent voids beneath and around the pipe. Compaction of
*•the bedding material and backfill should proceed up both sides of the pipe. Trench backfill,
including bedding material, should be placed in accordance with the recommendations pre-
sented in Section 8.9.•
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Fill material, including trench backfill and structure backfill, should consist of granular soil
1^^
U with low expansion potential that conforms to the latest edition of the Standard Specifica-
tions for Public Works Construction ("Greenbook") for structure backfill. The clayey
^^
|i topsoil/colluvial materials are not considered suitable for usage as trench zone (intermediate)
m backfill. The contractor should be prepared to import soil to the site. The sandy terrace de-
!• posit materials are considered suitable for re-use as structural fill material. Fill material
„. should be comprised of low-expansion-potential granular soil and should be free of trash,
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debris, roots, vegetation, or deleterious materials. Fill should generally be free of rocks or
hard lumps of material in excess of 4 inches in diameter. Rocks or hard lumps larger than
about 4 inches in diameter should be broken into smaller pieces or should be removed from
the site. Wet materials generated from on-site excavations should be aerated to a moisture
content near the laboratory optimum to allow compaction.
On-site clayey and organic soils encountered during excavation should be selectively re-
moved and stockpiled separately. The clayey and organic soils are not considered suitable
for bedding material or structural fill and should be disposed of off site.
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Imported materials should consist of clean, granular materials with a low expansion potential,
|| corresponding to an expansion index of 50 or less as evaluated in accordance with the Uni-
form Building Code Standard 18-2. The corrosion potential of proposed imported soils should
•I also be evaluated if structures will be in contact with the imported soils. Import material
,, should be submitted to the geotechnical consultant for review prior to importing to the site,
j The contractor should be responsible for the uniformity of import material brought to the site.
• 8.10. Fill Placement and Compaction
Fill, structure backfill, and trench backfill should be compacted in horizontal lifts to a rela-
tive compaction of 90 percent or more as evaluated by the latest edition of the American
*• Society for Testing and Materials (ASTM) D 1557. Aggregate base and the upper 12 inches
of subgrade beneath pavement areas should be compacted to a relative compaction of
f" 95 percent or more. Fill soils should be placed at or above the laboratory optimum moisture
•content as evaluated by the latest edition of ASTM D 1557. The optimum lift thickness of
fill will depend on the type of compaction equipment used, but generally should not exceed
8 inches in loose thickness. Special care should be taken to avoid pipe damage when com-
pacting trench backfill above the pipe.
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8.11. Corrosion
Laboratory testing was performed on a representative sample of the on-site earth materials to
evaluate pH and electrical resistivity, as well as chloride and sulfate contents. The pH and
electrical resistivity tests were performed in accordance with California Test (CT) 643 and
the sulfate and chloride content tests were performed in accordance with CT417 and
CT 422, respectively. These laboratory test results are presented in Appendix B.
The results of the corrosivity testing indicated an electrical resistivity of 220 ohm-cm, a soil
P pH of 7.6, a chloride content of 1,725 parts per million (ppm), and a sulfate content of
0.060 percent (i.e., 600 ppm). Based on the Caltrans corrosion (2003) criteria, the on-site
P soils would be classified as corrosive, which is defined as soils with more than 500 ppm
chlorides, more than 0.2 percent sulfates, or a pH less than 5.5.
Due to the potential variability of soils, we recommend that corrosion protection for im-
provements in contact with site soils be designed by a corrosion engineer. The water-soluble
sulfate content test results are addressed in the following section of this report.
*• 8.12. Concrete
f Concrete in contact with soil or water that contains high concentrations of water-soluble sul-
™ fates can be subject to premature chemical and/or physical deterioration. The soil sample
p» tested in this evaluation indicated a water-soluble sulfate content of 0.060 percent by weight
"* (i.e., about 600 ppm). According to the American Concrete Institute 318-05 building code,
*• the potential for sulfate attack is negligible for water-soluble sulfate contents in soils ranging
Ib from about 0.00 to 0.10 percent by weight (0 to 1,000 ppm). Therefore, the site soils may be
P considered to have a negligible potential for sulfate attack. However, due to the potential
b variability of site soils, consideration should be given to using Type V cement and concrete
P with a water-cement ratio no higher than 0.45 by weight for normal weight aggregate con-
y
crete and a 28-day compressive strength of 4,500 psi or more for the project.
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8.13. Pre-Construction Conference
We recommend that a pre-construction conference be held. The owner and/or their represen-
tative, the governing agencies' representatives, the civil engineer, Ninyo & Moore, and the
contractor should be in attendance to discuss the plans and the project.
8.14. Construction Observation
The conclusions and recommendations presented in this report are based on analysis of ob-
served conditions encountered in our exploratory borings. If conditions are found to vary
from those described in this report, Ninyo & Moore should be notified, and additional rec-
ommendations will be provided upon request. Ninyo & Moore should review the project
drawings and specifications prior to the commencement of construction. Ninyo & Moore
should perform the needed observation and testing services during construction operations.
The recommendations provided in this report are based on the assumption that
Ninyo & Moore will provide geotechnical observation and testing services during construc-
tion. In the event that it is decided not to utilize the services of Ninyo & Moore during
t construction, we request that the selected consultant provide the client with a letter (with a
copy to Ninyo & Moore) indicating that they fully understand Ninyo & Moore's recommen-
1 dations, and that they are in full agreement with the design parameters and recommendations
contained in this report. Construction of proposed improvements should be performed by
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qualified subcontractors utilizing appropriate techniques and construction materials.
9. LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical
report have been conducted in general accordance with current practice and the standard of care
exercised by geotechnical consultants performing similar tasks in the project area. No warranty,
expressed or implied, is made regarding the conclusions, recommendations, and opinions pre-
sented in this report. There is no evaluation detailed enough to reveal every subsurface condition.
Variations may exist and conditions not observed or described in this report may be encountered
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r during construction. Uncertainties relative to subsurface conditions can be reduced through addi-
tional subsurface exploration. Additional subsurface evaluation will be performed upon request.
Please also note that our evaluation was limited to assessment of the geotechnical aspects of the
project, and did not include evaluation of structural issues, environmental concerns, or the pres-
ence of hazardous materials.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
should be contacted if the reader requires additional information or has questions regarding the
content, interpretations presented, or completeness of this document.
This report is intended for design purposes only. It does not provide sufficient data to prepare an
accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per-
form an independent evaluation of the subsurface conditions in the project areas. The independent
evaluations may include, but not be limited to, review of other geotechnical reports prepared for
the adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
Our conclusions, recommendations, and opinions are based on an analysis of the observed site
conditions. If geotechnical conditions different from those described in this report are encountered,
i our office should be notified and additional recommendations, if warranted, will be provided upon
request. It should be understood that the conditions of a site could change with time as a result ofpi natural processes or the activities of man at the subject site or nearby sites. In addition, changes to
the applicable laws, regulations, codes, and standards of practice may occur due to government ac-
tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which Ninyo & Moore has no control. -
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b This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu-
P* sions, and/or recommendations of this report by parties other than the client is undertaken at said
it parties' sole risk.
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10. REFERENCES
American Concrete Institute (ACI), 2005, ACI 318-05 Building Code Requirements for Struc-
tural Concrete and Commentary.
California Building Standards Commission, 2007, California Building Code, Title 24, Part 2,
Volumes 1 and 2.
California Geological Survey (COS), 1998, Maps of Known Active Fault Near-Source Zones in Cali-
fornia and Adjacent Portions of Nevada: International Conference of Building Officials.
California Geological Survey, 1999, Seismic Shaking Hazards Maps of California: Map Sheet 48.
Caltrans, 2003, Corrosion Guidelines: dated September.
International Code Council, Inc. (ICCI), 2006, International Building Code.
Kennedy, M.P., and Tan, S.S., 2005, Geologic Map of the San Diego 30' x 60' Quadrangle,
California, Scale 1:100,000.
Krieger & Stewart, Incorporated, 2007, Draft City of Carlsbad Preliminary Design Report for the
CIP Sewer Projects, Evaluation of Rehabilitating Existing Sewers (Project Nos. 1
through 12), dated October.
Ninyo & Moore, In-house proprietary information.
Norris, R.M., and Webb, R.W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc.
Public Works Standards, Inc., 2006, "Greenbook," Standard Specifications for Public Works Construction.
f Tan, S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego
jg County, California; California Geological Survey, Open File Report 96-02.
Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Geological Sur-
'•L vey, Open-File Report 93-02.
United States Department of the Interior, Bureau of Reclamation, 1998, Engineering Geology
f" Field Manual.
United States Geological Survey (USGS), 1968 (Photorevised 1975), San Luis Rey Quadrangle,
P* 7.5 Minute Series Topographic Map, San Diego County, California: scale 1:24,000.
United States Geological Survey/California Gfeological Survey (USGS/CGS), 2002 (Revised
p April 2003), Probabilistic Seismic Hazards Assessment (PSHA) Model, World Wide
L Web, http://www.consrv.ca.gov/CGS/rghm/pshamap/pshamain.html.
c
r Source
USDA
AERIAL PHOTOGRAPHS
Date Flight Numbers
5/2/1953 AXN-14M 19&20
Scale
1:20,000
106275001 R Boyle Home Pl.nl Rev doc ]7
REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY.
2400 4800
1 -"•"•-
APPROXIMATE SCALE IN FEET
NOTE: ALL DIMENSIONS. DIRECTIONS AND LOCATIONS ARE APPROXIMATE
Map C Rand McNaJly. R.L.07-S-129
PROJECT NO.
106275001
DATE
3/08
SITE LOCATION MAP
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
1
ffi
i
:..:•
„
LEGEND
APPROXIMATE LOCATION OF EXPLORATORY
TD=19.5 BORING TD=TOTAL DEPTH IN FEET
® APPROXIMATE LOCATION OF MANHOLE
«...-. APPROXIMATE LOCATION OF PROPOSED ALIGNMENT
NOTE: ALL DIMENSIONS. DIRECTIONS AND LOCATIONS ARE APPROXIMATE.
NOT TO SCALE
REFERENCE: GOOGLE EARTH MAPS. 2008
tyinyo
PROJECT NO.
106275001
DATE
3/08
BORING LOCATION MAP
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
3BAD, CALIFORNIA
FIGURE
(' \»™
In
••
to
SAN BERNARDINO
RIVERSIDE CO.
<?>
4>
A
£
APPROXIMATE SCALE
0 30 60 MILES
NOTE: ALL DIMENSIONS. DIRECTIONS AND LOCATIONS ARE APPROXIMATE
PROJECT NO.
106275001
DATE
3/08
FAULT LOCATION MAP
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
P"
m
GROUND SURrACE •
H/4
I
H
12 INCHES OR MORE 12 INCHES OR MORE
D
NOTES:
APPARENT LATERAL EARTH PRESSURE, Pa
Pa = 47h,+ 23hjpsf
CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P
Ps = 120 psf
WATER PRESSURE, Pw
Pw= 62.4 H2 psf
PASSIVE LATERAL EARTH PRESSURE, Pp
Pp = 400 + 57 d psf
SURCHARGES FROM EXCAVATED SOIL OR
CONSTRUCTION MATERIALS ARE NOT INCLUDED
6. -4- GROUNDWATER TABLE
NOT TO SCALE 7 ht 'h?' H AND D ARE IN FEET
fL ty//yo*Mium
E PROJECT NO.
106275001
DATE
3/08
LATERAL EARTH PRESSURES FOR BRACED
EXCAVATION
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
4
GROUND SURFACE-
^Offnt, l\
KplV.-Kd-h,)^
THRUST
BLOCK
\
\y
d (VARIES)
\
\ \
\
\ \
\
\ ,
trSTSiSn
1
D (VARIES)
P
\
\
Kplh^.+ p-h,)^]
NOTES:
GROUNDWATER BELOW BLOCK
Pp = (1/2)Kp7, (D = 180 (DZ-d2) Ib/n
2. GROUNDWATER ABOVE BLOCK
Pp = iKp|(D-d)hl7t+(D-d)(d-h1)^)
3 7, =7,- 62.4 pd; USE7,= 120 pd
4 Kp = 3.0
5. ASSUMES BACKFILL IS GRANULAR MATERIAL
6. ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL
7. T GROUNDWATER TABLE
8. h) ,d AND DARE IN FEET
NOT TO SCALE
PROJECT NO.
106275001
DATE
3/08
THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
APPENDIX A
Sewer Pipeline Replacement Revised December 8,2008
Carlsbad, California Project No. 106275001
APPENDIX A
BORING LOGS
Field Procedure for the Collection of Disturbed Samples
Disturbed soil samples were obtained in the field using the following methods.
Bulk Samples
Bulk samples of representative earth materials were obtained from the exploratory excava-
tions. The samples were bagged and transported to the laboratory for testing.
Field Procedure for the Collection of Relatively Undisturbed Samples
Relatively undisturbed soil samples were obtained in the field using the following methods.
The Modified Split-Barrel Drive Sampler
The sampler, with an external diameter of 3.0 inches, was lined with 1 -inch long, thin brass rings
with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground
with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The
driving weight was permitted to fall freely. The approximate length of the fall, the weight of the
hammer, and the number of blows per foot of driving are presented on the boring logs as an in-
dex to the relative resistance of the materials sampled. The samples were removed from the
sample barrel in the brass rings, sealed, and transported to the laboratory for testing.
106275001 R Boyle Home Plant Rev doc
b
fL
I
Q
0 I
5-
20
1
^ic
i
\
1
xx/xx
i MOISTURE (%) I9
*
|SYMBOL |I'
yinyo CLASSIFICATIONU.S.C.S.SM
>yi«
BORING LOG EXPLANATION SHEET
Bulk sample.
Modified split-barrel drive sampler.
No recovery with modified split-barrel drive sampler.
Sample retained by others.
Standard Penetration Test (SPT).
No recovery with a SPT.
Shelby tube sample. Distance pushed in inches/length of sample recovered
in inches.
No recovery with Shelby tube sampler.
Continuous Push Sample.
Seepage.
Groundwater encountered during drilling.
Groundwater measured after drilling.
ALLUVIUM:
Solid line denotes unit change.
EashedTine denotes material change! ~ ~
Attitudes: Strike/Dip
b: Bedding
c: Contact
j: Joint
f: Fracture
F: Fault
cs: Clay Seam
s: Shear
bss: Basal Slide Surface
sf: Shear Fracture
sz: Shear Zone
sbs: Sheared Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the
boring.
BORING LOGnwkn|%J^ f5 EXPLANATION OF BORING LOG SYMBOLS
PROJECT NO. DATE FIGURERev. 01/03
fc
ll
pt
to
U.S.C.S. METHOD OF SOIL CLASSIFICATION
MAJOR DIVISIONS SYMBOL TYPICAL NAMES
oCO
s
!gi
C! g
Uidot/3
Q
9 g
I
GW
GRAVELS
(More than 1/2 of coarse |
fraction
> No. 4 sieve size)GM
GC
SW
SANDS
(More than 1/2 of coarse
fraction
<No. 4 sieve size)
SILTS & CLAYS
Liquid Limit <50
SP
SM
SC
ML
SILTS & CLAYS
Liquid Limit >50 CH
HIGHLY ORGANIC SOILS
OH
Pt
Well graded gravels or gravel-sand mixtures,
little or no fines
Poorly graded gravels or gravel-sand
mixtures, little or no fines
Silly gravels, gravel-sand-silt mixtures
Clayey gravels, gravel-sand-clay mixtures
Well graded sands or gravelly sands, little or
no fines
Poorly graded sands or gravelly sands, little or
no fines
Silty sands, sand-silt mixtures
Clayey sands, sand-clay mixtures
Inorganic silts and very fine sands, rock flour,
silty or clayey fine sands or clayey silts with
Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean
Organic silts and organic silty 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,
organic silty clays, organic silts
Peat and other highly organic soils
GRAIN SIZE CHART
CLASSIFICATION
BOULDERS
COBBLES
GRAVEL
Coarse
File
SAND
Coarse
Medium
Fine
SILT & CLAY
RANGE OF GRAIN SIZE
U.S. Standard
Sieve Size
Above 12"
12" to 3"
3" to No 4
3" to 3/4"
3/4" to No. 4
No. 4 to No. 200
No 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200
Below No 200
Grain Size in
Millimeters
Above 305
305 to 76 2
76 2 to 4.76
762to 1 9.1
191 to 4 76
4 76 to 0.075
4 76 to 2.00
2 00 to 0.420
0.420 to 0.075
Below 0.075
PLASTICITY CHART
f£
/
CL- Kl
/
^-7
/
CL
,
/
/
,OL
/
/
/
CH
/
/
MHJ
/
OH
/
0 ID 20 30 40 50 BO 70 BO BO 100
LIQ DID LIMIT (IX), V.
U.S.C.S. METHOD OF SOIL CLASSIFICATION
USCS Soil Clauifiubon UpdUcdNov 2004
15JS
I
0.UJo
0
1
15-
Vu
0
£
OJ
1
-
-
1
J
1
o
i:1-
1
1
j
$o
CD
36
42
82/1 1"
100/8"
1 50/6"
M MJv/f
g
UJ
<£.
K>
O
15.2
13.1
28.6
11.4
*&U
OCL
i I§ 2>.a:a
|
104.8 j{ff
///
109.5 /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
93, <;
109.6
1O &
Oj l— .S«!i 2%3 Jg3
o
5j OQI
< CHy
////
/
/
/
/
/
/
SP-SM
^MD^
DATE DRILLED 1/24/08 BORING NO. B-l
GROUND ELEVATION 33' ±iMSL) SHEET 1 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 1 40 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
FILL:
Dark brown (mottled), moist, medium dense, clayey SAND; scattered (less than 5 %)
gravel; small (less than 2" in diameter) pieces of asphalt.
TOPSOIL/COLLUVIUM:
Dark brown, damp to moist, hard, sandy CLAY; flecks of calcium carbonate.
TERRACE DEPOSITS:
Light gray brown, damp, dense, fine SAND; silty; friable.
Very dense.
Total Depth =19.5 feet.
BORING LOG
•%V*^& HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
imaM V5 CARLSBAD. CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-l
«.
JESI
S
20
VU.
n
<a
*
)
i
•f
5
c
°
j
§y
O
ffl
A *Jy/"
g
UJEC
CO
O
^
C/
1
f
(0
UJQ
>.
g
f0<
g
CO
tj
Q
< CO9ci^co
^O
Ai ^Vl«iF
DATE DRILLED 1/24/08 BORING NO. B-l
GROUND ELEVATION 33'±(MSL) SHEET 2 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 140 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JO
DESCRIPTION/INTERPRETATION
Groundwater not encountered during drilling.
Backfilled shortly after drilling with bentonite chips on 1/24/08.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in
the report.
BORING LOG
k(%Bft^ft HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
!«•• ^5 CARLSBAD. CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-2
I
HIQ
0
5-
10-
15-
,SAMPLES |iCO
-
I1
c
Q BLOWS/FOOT:
50/6"
50/4.5"
61/6"MOISTURE (%)6.8
10.2
13.5
10.2 DRY DENSITY (PCF)J
104.1
^
/
/
/
/
109.0
101.9
109.2 CLASSIFICATIONU.S.C.S.rSM
CH
/
/
[ SM
ty/nyo&typ
DATE DRILLED 1/24/08 BORING NO. B-2
GROUND ELEVATION 30'±(MSL) SHEET 1 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 1 40 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
FILL:
Dark brown, moist, soft, sandy CLAY.
(jray~brown,~3amp, medium "Sense, sllty SAND.
@ 2'- 3': Few (less than 10 %) gravel and cobbles.
Dark brown.
TOPSOIL/COLLUVIUM:
Dark brown, damp, very stiff, sandy CLAY.
TERRACE DEPOSITS:
Light reddish brown, moist, very dense, silty fine SAND.
Light gray brown.
Fine to coarse sand.
Total Depth = 19.5 feet.
BORING LOG
V%V*m^ HOME PLANT UFT STATION SEWER REPLACEMENT PROJECT
Vl • ^B CARLSBAD, CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-3
~5
£
F
0.ILIQ
20
Vu.
n:
0
£
U)IQ
j
0
£
O
co
m. *Jv/f
s
LUccpcoO
"hU
\TI
£
CO5o>£o
«7,
j
§
to
*1
oi— .^wy o"-coS^
o
M MVta
f
DATE DRILLED 1/24/08 BORING NO. B-2
GROUND ELEVATION 30'±(MSL) SHEET 2 OF 2
METHOD OF DRILLING 8" Diameter Hollow Stem Auger
DRIVE WEIGHT 140 Ibs. (Cathead) DROP 30"
SAMPLED BY MJB/RDH LOGGED BY MJB/RDH REVIEWED BY JG
DESCRIPTION/INTERPRETATION
Groundwater not encountered during drilling.
Backfilled shortly after drilling with bentonite chips on 1/24/08.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in
the report.
BORING LOG
•felflk flk HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
!%•• ^S CARLSBAD, CALIFORNIA
PROJECT NO. DATE FIGURE
106275001 12/08 A-4
r_= KEY TO SYMBOLS
I Symbol Description
Strata symbols
I jHHH clayey sand (Qal)
tAfY
High plasticity clay
I
Poorly graded sand
with siltim
Low plasticity clay
I
E
jl,
Silty sand (Qaf, Qal)
Soil Samplers
• California sampler
APPENDIX B
Sewer Pipeline Replacement Revised December 12,2008
Carlsbad, California Project No. 106275001
APPENDIX B
LABORATORY TESTING
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on
the logs of the exploratory excavations in Appendix A.
ID-Place Moisture and Density Tests
The moisture content and dry density of relatively undisturbed samples obtained from the ex-
ploratory excavations were evaluated in general accordance with ASTM D 2937. The test results
are presented on the logs of the exploratory excavations in Appendix A.
Gradation Analysis
Gradation analysis tests were performed on selected representative soil samples in general accor-
dance with ASTM D 422 and ASTM D 1140. A grain-size distribution curve is shown on Figure
B-l. The test results were utilized in evaluating the soil classification in accordance with the Uni-
fied Soil Classification System.
200 Wash
An evaluation of the percentage of particles finer than the No. 200 sieve in selected soil samples
was performed in general accordance with ASTM D 1140. The results of the tests are presented
on Figure B-2.
Atterberg Limits
Tests were performed on a selected representative fine-grained soil sample to evaluate the liquid
limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test re-
sults were utilized to evaluate the soil classification in accordance with the USCS. The test
results and classification are shown on Figure B-3.
Direct Shear Tests
Direct shear tests were performed on undisturbed samples in general accordance with
ASTM D 3080 to evaluate the shear strength characteristics of the selected material. The samples
were inundated during shearing to represent adverse field conditions. The results are shown on
Figures B-4 and B-5.
Soil Corrosivity Tests
Soil pH and resistivity tests were performed on a representative sample in general accordance
with CT 643. The chloride content of the selected sample was evaluated in general accordance
with CT 422. The sulfate content of the selected sample was evaluated in general accordance
with CT 417. The test results are presented on Figure B-6.
106273001 R Boyle Home PUlU Rev .doc
GRAVEL
Coarse Fine
SAND
Coarse | Medium Fine
U.S. STANDARD SIEVE NUMBERS
3- 2 W 1" '/.' w%~ 4 8 16 30 50
i
\L
zUJoDC 30 0 • •UJO.
00 —
|
I
I
•» :
FINES
SILT CLAY
HYDROMETER
100 ZOO
*
K \V
"> ,i
100 10 1 0.1 0.01 0.001 0.0001
GRAIN SIZE IN MILLIMETERS
Symbol
•
Sample
Location
B-2 £
Depth
.0-6.5
Liquid
Limit
--
Plastic
Limit
-
Plasticity
Index
-
D,0
-
Dx 0,0
-
c.
-
Cc
-
Passing
No. 200
46
uses
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02)
Af/nyo*typiwr* GRADATION TEST RESULTS
PROJECT NO.
106275001
DATE
12/08
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-1
106375001 SIEVE B-2 0 5.04.5 d
SAMPLE
LOCATION
B-1
B-2
SAMPLE
DEPTH
(FT)
15.0-16.2
10.0-11.0
DESCRIPTION
SAND with Silt
Silty SAND
PERCENT
PASSING
NO. 4
98
100
PERCENT
PASSING
NO. 200
8
15
uses
(TOTAL
SAMPLE)
SP-SM
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 1140-00
PROJECT NO.
106275001
DATE
12/08
NO. 200 SIEVE ANALYSIS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-2
106276001-200 WASH Pag>1 .III
SYMBOL LOCATION
B-1
DEPTH
(FT)
5.0-6.5
LIQUID
LIMIT, LL
52
PLASTIC
LIMIT, PL
22
PLASTICITY
INDEX, PI
30
uses
CLASSIFICATION
(Fraction Finer Than
No. 40 Sieve)
CH
uses
(Entire Sample)
CH
NP - INDICATES NON-PLASTIC
DU •
CL
$ 40
Q
C V) -
os
0.
10 •
0 -
^yr
s
/
CL-ML
f CL (
jf
/
jrOL
^ ML<
/
/
jrOL
/
Cf-
/
or OH
/
/
'
MH or
/
OH
/
0 10 20 30 40 50 60
LIQUID LIMIT, LL
70 80 90 100
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318-05
PROJECT NO.
106275001
DATE
12/08
ATTERBERG LIMITS TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
106275001 ATTERBiRG PajotJOi
3000
2000u.co
toCOlitOL
COct
I05 1000
X
X
A X
/
X
X
x'
X
1000 2000
NORMAL STRESS (PSF)
3000
Description
SAND with Silt
SAND with Silt
Symbol
- -X- •
Sample
Location
B-1
B-1
Depth
(ft)
15.0-16.2
15.0-16.2
Shear
Strength
Peak
Ultimate
Cohesion, c
(psf)
280
100
Friction Angle, $
(degrees)
37
31
Soil Type
SP-SM
SP-SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04
PROJECT NO.
106275001
DATE
12/08
DIRECT SHEAR TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-4
108275001 SHEAR B-1 @ 15.0-16.0.xls
3000
1000 2000
NORMAL STRESS (PSF)
3000
Description
Silty SAND
Silty SAND
Symbol
- -X - -
Sample
Location
B-2
B-2
Depth
(ft)
5.0-6.5
5.0-6.5
Shear
Strength
Peak
Ultimate
Cohesion, c
(PSf)
260
160
Friction Angle, fy
(degrees)
26
26
Soil Type
SM
SM
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04
PROJECT NO.
106275001
DATE
12/08
DIRECT SHEAR TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-5
106275001 SHEAR B-2 ® 5.0-6.5J(ls
SAMPLE
LOCATION
B-1
SAMPLE DEPTH
(FT)
5.0-10.0
pH1
7.6
RESISTIVITY '
(Ohm-cm)
220
SULFATE CONTENT2
(ppm)
600
(%)
0.060
CHLORIDE
CONTENT3
(ppm)
1725
1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643
2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
PROJECT NO.
106275001
DATE
12/08
CORROSIVITY TEST RESULTS
HOME PLANT LIFT STATION SEWER REPLACEMENT PROJECT
CARLSBAD, CALIFORNIA
FIGURE
B-6
106275001 CORROSIVITY PageVtt
APPENDIX C
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
APPENDIX C
TYPICAL EARTHWORK GUIDELINES
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
TABLE OF CONTENTS
Page
1. GENERAL 1
2. OBLIGATIONS OF PARTIES 2
3. SITE PREPARATION 3
4. TRENCH BACKFILL 3
5. SITE PROTECTION 4
6. DEFINITIONS OF TERMS 6
106275001 Earthwork doc
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
TYPICAL EARTHWORK GUIDELINES
1. GENERAL
These guidelines are presented as general procedures for earthwork construction. They are to be
utilized in conjunction with the project plans. These guidelines are considered a part of the geo-
technical report, but are superseded by recommendations in the geotechnical report in the case of
conflict. Evaluations performed by the consultant during the course of construction may result in
new recommendations which could supersede these specifications and/or the recommendations
of the geotechnical report. It is the responsibility of the contractor to read and understand these
Guidelines as well as the geotechnical report and project plans.
1.1. The contractor shall not vary from these Guidelines without prior recommendations by
the geotechnical consultant and the approval of the client or the client's authorized rep-
resentative. Recommendations by the geotechnical consultant and/or client shall not be
considered to preclude requirements for approval by the jurisdictional agency prior to
the execution of any changes.
1.2. The contractor shall perform the earthwork operations in accordance with these speci-
fications, and shall be responsible for the quality of the finished product
notwithstanding the fact that earthwork will be observed and tested by the geotechnical
consultant.
1.3. It is the responsibility of the contractor to notify the geotechnical consultant and the
jurisdictional agencies, as needed, prior to the start of work at the site and at any time
that earthwork resumes after interruption. Each step of the earthwork operations shall
be observed and documented by the geotechnical consultant and, where needed, re-
viewed by the appropriate jurisdictional agency prior to proceeding with subsequent
work.
1.4. If, during the earthwork operations, geotechnical conditions are encountered which
were not anticipated or described in the geotechnical report, the geotechnical consult-
ant shall be notified immediately and additional recommendations, if applicable, may
be provided.
1.5. An as-built geotechnical report shall be prepared by the geotechnical consultant and
signed by a registered engineer. The report documents the geotechnical consultants'
observations, and field and laboratory test results, and provides conclusions regarding
whether or not earthwork construction was performed hi accordance with the geotech-
nical recommendations and the plans.
106275001 Earthwork doc 1 Rev 12/05
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
1.6. Definitions of terms utilized in the remainder of these specifications have been pro-
vided in Section 6.
2. OBLIGATIONS OF PARTIES
The parties involved in the projects earthwork activities shall be responsible as outlined in the
following sections.
2.1. The client is ultimately responsible for each of the aspects of the project. The client or
the client's authorized representative has a responsibility to review the findings and
recommendations of the geotechnical consultant. The client shall authorize the contrac-
tor and/or other consultants to perform work and/or provide services. During earthwork
the client or the client's authorized representative shall remain on site or remain rea-
sonably accessible to the concerned parties to make the decisions that may be needed
to maintain the flow of the project.
2.2. The contractor is responsible for the safety of the project and satisfactory completion of
pipeline installation and other associated operations, including, but not limited to,
earthwork in accordance with the project plans, specifications, and jurisdictional
agency requirements. The contractor shall further remain accessible during non-
working hours times, including at night and during days off.
2.3. The geotechnical consultant shall provide observation and testing services and shall
make evaluations to advise the client on geotechnical matters. The geotechnical con-
sultant shall report findings and recommendations to the client or the client's
authorized representative.
2:4. Prior to proceeding with any earthwork operations, the geotechnical consultant shall be
notified two working days in advance to schedule the needed observation and test-
ing services.
2.4.1. Prior to any significant expansion or reduction in the grading operation, the
geotechnical consultant shall be provided with two working days notice to
make appropriate adjustments in scheduling of on-site personnel.
2.4.2. Between phases of earthwork operations, the geotechnical consultant shall be
provided with two working days notice in advance of commencement of ad-
ditional operations.
106275001 Earthwork**: 9 Rev 12/05
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
3. SITE PREPARATION
Site preparation shall be performed in accordance with the recommendations presented in the
following sections.
3.1. The client, prior to any site preparation or earthwork, shall arrange and attend a
pre-construction meeting between the contractor, the design engineer, the geotechnical
consultant, and representatives of appropriate governing authorities, as well as any
other involved parties. The parties shall be given two working days notice.
3.2. Demolition in the areas to be graded shall include removal of pavements, and other
manmade surface and subsurface improvements. Demolition of utilities shall include
capping or rerouting of pipelines at the project perimeter.
3.3. The debris generated during demolition operations shall be removed from areas to be
graded and disposed of off site at a legal dump site. Demolition operations shall be per-
formed under the observation of the geotechnical consultant.
4. TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.
4.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bot-
tom to 1 or more feet above the pipe. On-site or imported fill which has been evaluated
by the geotechnical consultant may be used above the granular backfill. The cover soils
directly in contact with the pipe shall be classified as having a very low expansion po-
tential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of
hard soil larger than 3/4-inch in diameter.
4.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical
means to 90 percent relative compaction as evaluated by ASTM D 1557. Backfill soils
shall be placed in loose lifts 8 inches thick or thinner, moisture conditioned, and com-
pacted in accordance with the recommendations of the geotechnical report and of these
guidelines. The backfill shall be tested by the geotechnical consultant at vertical inter-
vals of approximately 2 feet of backfill placed and at spacings along the trench of
approximately 100 feet in the same lift.
4.3. Jetting of trench backfill materials is generally not a recommended method of densifi-
cation, unless the on-site soils are sufficiently free-draining and provisions have been
made for adequate dissipation of the water utilized in the jetting process.
4.4. If it is decided that jetting may be utilized, granular material with a sand equivalent
greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall gener-
106275001 Eanhwofl doc -> Rev 12/05
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
• ally be considered for trenches 2 feet or narrower in width and 4 feet or shallower in
|l depth. Following jetting operations, trench backfill shall be mechanically compacted to
the specified compaction to finish grade.
P"
m 4.5. Trench backfill which underlies the zone of influence of foundations shall be mechani-
cally compacted to a relative compaction of 90 percent as evaluated by ASTM D 1557.
p> The zone of influence of the foundations is generally defined as the roughly triangular
|§ area within the limits of a 1:1 (horizontal:vertical) projection from the inner and outer
edges of the foundation, projected down and out from both edges.
«•
m 4.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative
compaction of 90 percent as evaluated by ASTM D 1557. For minor interior trenches,
P» density testing may be omitted or spot testing may be performed, as deemed appropri-
|| ate by the geotechnical consultant.
«• 4.7. When compacting soil in close proximity to utilities, care shall be taken by the contrac-
to tor so that mechanical methods used to compact the soils do not damage the utilities.
«• 4.8. Clean granular backfill and/or bedding materials are not recommended for use in slope
ta areas unless provisions are made for a drainage system to mitigate the potential for
buildup of seepage forces or piping of backfill materials.
p»
ta 4.9. The contractor shall exercise the specified safety precautions, in accordance with
OSHA Trench Safety Regulations, while conducting trenching operations. Such pre-
P» cautions include shoring or laying back trench excavations at 1:1 or flatter, depending
ta on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant
is not responsible for the safety of trench operations or stability of the trenches.
5. SITE PROTECTION
The site shall be protected as outlined in the following sections.
5.1. Protection of the site during the period of construction shall be the responsibility of the
contractor unless other provisions are made in writing and agreed upon among the
concerned parties. Completion of a portion of the project shall not be considered to
preclude that portion or adjacent areas from the need for site protection, until such time
as the project is finished as agreed upon by the geotechnical consultant, the client, and
the regulatory agency.
5.2. The contractor is responsible for the stability of temporary excavations. Recommenda-
tions by the geotechnical consultant pertaining to temporary excavations are made in
consideration of stability of the finished project and, therefore, shall not be considered
to preclude the responsibilities of the contractor. Recommendations by the geotechni-
106275001 Earthwork doc A Rev 12/OS
Home Plant Lift Station Sewer Replacement Appendix C
Carlsbad, California Project No. 106275001
cal consultant shall also not be considered to preclude more restrictive requirements by
the applicable regulatory agencies.
5.3. Precautions shall be taken during the performance of site clearing, excavation, and
grading to protect the site from flooding, ponding, or inundation by surface runoff.
Temporary provisions shall be made during the rainy season so that surface runoff is
away from and off the working site. Where low areas cannot be avoided, pumps shall
be provided to remove water as appropriate during periods of rainfall.
5.4. Following periods of rainfall, the contractor shall contact the geotechnical consultant
and arrange a walk-over of the site in order to visually assess rain-related damage. The
geotechnical consultant may also recommend excavation and testing in order to aid in
the evaluation. At the request of the geotechnical consultant, the contractor shall make
excavations in order to aid in evaluation of the extent of rain-related damage.
5.5. Rain- or irrigation-related damage shall be considered to include, but may not be lim-
ited to, erosion, silting, saturation, swelling, structural distress, and other adverse
conditions noted by the geotechnical consultant. Soil adversely affected shall be classi-
fied as "Unsuitable Material" and shall be subject to overexcavation and replacement
with compacted fill or to other remedial grading as recommended by the geotechnical
consultant.
106275001 Eanhwoik doc c Rev tlmi
Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
F
to
6. DEFINITIONS OF TERMS
ALLUVIUM:
AS-GRADED (AS-BUILT):
BEDROCK:
BORROW (IMPORT):
CIVIL ENGINEER:
CLIENT:
COLLUVIUM:
COMPACTION:
CONTRACTOR:
DEBRIS:
ENGINEERED FILL:
Unconsolidated detrital deposits deposited by flowing water;
includes sediments deposited in river beds, canyons, flood
plains, lakes, fans at the foot of slopes, and in estuaries.
The site conditions upon completion of grading.
Relatively undisturbed in-place rock, either at the surface or
beneath surficial deposits of soil.
Any fill material hauled to the project site from off-site areas.
The Registered Civil Engineer or consulting firm responsible
for preparation of the grading plans and surveying, and
evaluating as-graded topographic conditions.
The developer or a project-responsible authorized represen-
tative. The client has the responsibility of reviewing the
findings and recommendations made by the geotechnical
consultant and authorizing the contractor and/or other con-
sultants to perform work and/or provide services.
Generally loose deposits, usually found on the face or near
the base of slopes and brought there chiefly by gravity
through slow continuous downhill creep (see also Slope
Wash).
The densification of a fill by mechanical means.
A person or company under contract or otherwise retained
by the client to perform, excavation, pipeline installation,
and other site improvements.
The products of clearing, grubbing, and/or demolition, or
contaminated soil material unsuitable for reuse as compacted
backfill, and/or any other material so designated by the geo-
technical consultant.
A fill which the geotechnical consultant or the consultant's
representative has observed and/or tested during placement,
enabling the consultant to conclude that the fill has been
placed in substantial compliance with the recommendations
of the geotechnical consultant and the governing agency re-
quirements.
106275001 Eanhwxk doc Rev. 12/05
Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
ENGINEERING GEOLOGIST:
*
mm
Pm
M
EROSION:
EXCAVATION:
EXISTING GRADE:
FILL:
FINISH GRADE:
GEOFABRIC:
GEOTECHNICAL CONSULTANT:
GEOTECHNICAL ENGINEER:
GRADING:
LANDSLIDE DEPOSITS:
A geologist registered by the state licensing agency who ap-
plies geologic knowledge and principles to the exploration
and evaluation of naturally occurring rock and soil, as re-
lated to the design of civil works.
The wearing away of the ground surface as a result of the
movement of wind, water, and/or ice.
The mechanical removal of earth materials.
The ground surface configuration prior to grading; original
grade.
Any deposit of soil, rock, soil-rock blends, or other similar
materials placed by man.
The as-graded ground surface elevation that conforms to the
grading plan.
An engineering textile utilized in geotechnical applications
such as subgrade stabilization and filtering.
The geotechnical engineering and engineering geology con-
sulting firm retained to provide technical services for the
project. For the purpose of these specifications, observations
by the geotechnical consultant include observations by the
geotechnical engineer, engineering geologist and other per-
sons employed by and responsible to the geotechnical
consultant.
A licensed civil engineer and geotechnical engineer, regis-
tered by the state licensing agency, who applies scientific
methods, engineering principles, and professional experience
to the acquisition, interpretation, and use of knowledge of
materials of the earth's crust to the resolution of engineering
problems. Geotechnical engineering encompasses many of
the engineering aspects of soil mechanics, rock mechanics,
geology, geophysics, hydrology, and related sciences.
Any operation consisting of excavation, filling, or combina-
tions thereof and associated operations.
Material, often porous and of low density, produced from
instability of natural or manmade slopes.
106275001 Eanhwoikdoc
P
11
IH
b
P»
tt
C
Home Plant Lift Station Sewer Replacement
Carlsbad, California
Appendix C
Project No. 106275001
OPTIMUM MOISTURE:
RELATIVE COMPACTION:
SITE:
SLOPE WASH:
SLOUGH:
SOIL:
The moisture content that is considered optimum relative to
compaction operations.
The degree of compaction (expressed as a percentage) of a
material as compared to the dry density obtained from
ASTM test method D 1557.
The particular parcel of land where earthwork is being per-
formed.
Soil and/or rock material that has been transported down a
slope by gravity assisted by the action of water not confined
to channels (see also Colluvium).
Loose, uncompacted fill material generated during grading
operations.
Naturally occurring deposits of sand, silt, clay, etc., or com-
binations thereof.
106275001 Eiithwockdoc
APPENDIX C
ENVIRONMENTAL
EXEMPTION DOCUMENT
City of Carlsbad
Planning Department
NOVEMBER 4, 2008
TO: MARK BISKUP, ASSOCIATE ENGINEER
FROM: CHRIS GARCIA, JUNIOR PLANNER
SUBJECT: EA 08-09 - BEECH AVE SEWER AND HOME PLANT LIFT STATION PIPE
REPLACEMENT
Thank you for submitting an Early Assessment for a sewer replacement project proposed on
Beech Avenue between Ocean Street and Washington Street, as well as near the Home Plant
Lin Station located on Carlsbad Boulevard (APN 155-200-02-00). The project site consists of
public street right-of-way and easements across North County Transit owned property.
The proposed project includes the replacement of two existing sewer pipelines using tunneling
methods to minimize impacts. The existing sewer pipes are being replaced with either the same
size or a slightly larger size (8" to 12") due to current construction standards and are not
intended to expand capacity or area served. The Beech Avenue portion will be confined to the
improved City right-of-way, and tunneling will minimize impacts to the surface. The Home Plant
portion includes a tunnel crossing under Carlsbad Boulevard which will avoid street closure.
In response to your application, the Planning Department has prepared this comment letter.
Please note that the purpose of an Early Assessment is to provide you with direction and
comments on the overall concept of your project. This Early Assessment does not represent
an in-depth analysis of your project. It is intended to give you feedback on critical issues
based upon the information provided in your submittal. This review is based upon the
plans, policies, and standards in effect as of the date of this review. Please be aware that
at the time of a formal application submittal. new plans, policies, and standards may be
in effect and additional issues of concern may be raised through a more specific and
detailed review.
Planning:
1. The project is located in the coastal zone. However, repair and maintenance activities
not described in C.M.C. Section 21.201.070 do not require a Coastal Development
Permit. This includes repair and maintenance activities that are not located in sensitive
habitat areas or adjacent to coastal bluffs or waters. The area being disturbed near the
Home Plant Lift Station is not located in or adjacent to sensitive habitat. Project noise
will not impact any potential nesting birds due to the existing noise caused by the pump
station, traffic from Carlsbad Boulevard, and the noise from the adjacent railroad right-of-
way. In addition, the existing sewer pipes are being replaced with either the same size,
or slightly larger size (8" to 12") due to construction standards. This alone will not cause
an increase in sewer capacity and therefore will not require a Coastal Development
Permit.
2. The project will not need any permits from planning.
1635 Faraday Avenue » Carlsbad, CA 92008-7314 • <76O) 602-4600 • FAX (760) 602-8559 • wvvw.ci.carlsbad.ca.us
EA 08-09 - BEECH AVE SEWER AND HOME PLANT LIFT STATION PIPE REPLACEMENT
November 3, 2008
Page 2
3. The removal of any trees that could be used for bird nesting shall be done outside of the
bird breeding season or have a survey done prior to removal.
4. The project is exempt from environmental review per CEQA Guidelines Section
15301 (b), concerning repair and maintenance of existing facilities.
All necessary application forms, submittal requirements, and fee information are available at the
Planning counter located in the Faraday Building at 1635 Faraday Avenue or on line at
www.carlsbadca.qov. You may also access the General Plan Land Use Element and the
Zoning Ordinance oniine at the website address shown; select Department Listing; select
Planning Home Page, Please review all information carefully before submitting.
If you would like to schedule a meeting to discuss this letter with the commenting departments,
please contact Chris Garcia, Junior Planner, at (760) 602-4622.
Sincerely,
GARY T. BARBERIO
Assistant Planning Director
GTB:CG:lt
c: Don Neu, Planning Director
Dave de Cordova, Principal Planner
Bill Plummer
File Copy
Data Entry
APPENDIX D
EXAMPLE RESIDENT
NOTIFICATION DOOR
HANGER
APPENDIX "D"
CITY OF CARLSBAD
ROAD WORK
ABC CONTRACTORS
OFFICE # (760)XXX-XXXX
FIELD # (760)XXX-XXXX
Dear resident:
As a part of the City of Carlsbad's ongoing
Drogram to maintain its streets, your street will
be resurfaced with asphalt concrete over the
existing roadway surface. This construction will
require the closing of your street to through
traffic for one day. Your street, from XYZ St. to
DEF Ave. will be closed to through traffic and
resurfaced on:
MON. TUE. WED. THU. FRI.
DATE: XX/XX/XX
from 7:OOA.M. to 5:00 P.M.
If you don't plan to leave your home by 7:00
AM. on the above date please park your car on
an adjacent street in your neighborhood that will
not be, resurfaced. Streets scheduled for
resurfacing can be determined by calling either
the Contractor or the City of Carlsbad's Project
Inspector. When walking to and from your car,
remember not to walk on the newly overlaid
street or you will have black residue on the
bottom of your shoes. Please do not drive, walk
on, walk pets, play, or skate on the newly
overlaid asphalt. Also, please refrain from
watering your lawns, washing cars, etc.,
approximately 6-8 hours after the asphalt is laid
as running water will cause damage to the new
surface.
ABC is the Contractor that will be performing the
resurfacing work for the city and you may call
them at the above phone number if you have
any questions regarding the project.
Resurfacing of your street will not occur on the
day your trash is collected. Mail delivery may be
delayed if the postman cannot reach the mailbox
that day. If you have a moving company
scheduled for that day please call and inform the
Contractor of the date. If you have any
concerns which cannot be addressed by the
Contractor, you may call the City's Project
Inspector @ (xxx) xxx-xxxx.
Thank you for your cooperation as we work to
make a better City of Carlsbad.
'Contractor shall edit the above notification card to reflect the specific type
of work and schedule of this contract.
APPENDIX E
REFERENCED CITY OF
CARLSBAD RECORD
DRAWINGS
BA*IS OF
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REVIEWED BY:
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Son Dl*go, Cdllfornia (619) 36B-59Z2
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SITE PLAN, DETAILS AND
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PROJECT NO
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45.00°PLANS FOR THE CONSTRUCTION OF THE
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2. INSTALL THRUST BLOCKS PER SDRSO W-17 AND W-18 AT ALL
VERTICAL AND HORIZONTAL ANQLE POINTS.EXIST 8" P.VC WATER,LENGTH UWDER
CARLSBAD BLVD
IN 12" STEELCASING
PLANS PREPARED BY
WILSON ENGINEERING
CONSULTING ENGINEERS
2185 FARADAY AVE., SUITE 140
CARLSBAD, CA 92008 (619) 438-4422
STA 1+07.32 TO STA 7+50.003. AU ANGLE POINTS TO BE STANDARD FfTT1NG(S) WITH
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JACKING PIT4. CONTRACTOR TO VERIFY EXACT LOCATION AND DEPTH
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PROJECT NO.
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d. ENGINCERINa DERIkR THENT IIHORZ. ANGLE PT.45. 00°CONN. TO IO DIP F.M.
STA I + I9.20
PLANS FOR THE CONSTRUCTION OF THE
HOME PLANT PUMP STATION FORCE MAIN
2. INSTALL THRUST BLOCKS PER SDRSD W-17 AND W-18 AT AU.
VERTICAL AND HORIZONTAL ANQLE POINTS.EXIST 8 P.VC WATER,
LENGTH UNDERCARLSBAD BLVD
IN 12" STEEL
CASING
PLANS PREPARED BY
WILSON ENGINEERING
CONSULTING ENGINEERS
2IS5 FARADAY AVE., SUITE I40
CARLSBAD, CA 92008 (6I9) 438-4422
STA I+07.32 TO STA 7+50.00AU_ ANGIE POINTS TO BE STANDARD FTTTlNe(S) WTTH
DEFECTION COUPUNSIS) TO MAKE DEFLECTIONS AS REQUIRED.HORZ. ANGLE PT45.00°APPROX. LOCATIONJACKING PIT. COHTBACTORTOVERIFYEXACTLOCATlONANDDEPTHOFB'FJll-
AND ELECTRICAL CONDUTT PRIOR TO JACKING OPERATION.HORZ. ANGLE PT
45.0O"
DRAWWOMO.
315-28REVISION DESCRIPTION
CMWD 85-604
UEW e*ete KMte rott. KUU
TO* Uf KX£ Hb
U3CATIOU
3064 6
If IU
ew
FAU".
COUUfCT
Wf>ft6 TIMtty
ELECTRICAL SITE PLAN
I"* 10'
SYMBOL LIST
SYMBOL
EF
EP
0>
WP
DESCRIPTION '
f" ILIPCATW £XPU»OU PBSOf
JUUCflOU
CI&IP stfett coiX>uiT euu
COUCtAUfiP WHfeEfe Pt»6l6Lfe
OXJOUIT OJU &£LOW fuooc oe
P^C «>CH 40 "/GODf %iz£ GUD-WIC6
COUOUIT 6tAL
TICKS IU OOUPUIT IUDICAT6 UO. Of *l£ Wl££
MOTC* OUTUT
LIGHTING FIXTURE SCHEDULE
GENERATOR BUILDING
ELECTRICAL LIGHTING AND POWER PLAN
'/V-i'-o"L\
GENERATOR BUILDING
ELECTRICAL CONTROL PLAN\
-'/* If I2OV. I* tf tXHAU6T
V
TO MK.BO
SWITCH OLJ CHtCK.
VALVt fW Of 3)
fAU ou foot
COMMINUTOR ROOM AND MOTOR ROOM
WET WELL AND PUMP ROOM
TYPE
A
&
C
0
t
SYMBOL
1 1
^• .
1=
K)
MANUFACTURER AND
CATALOG NUMBERS
LITHOLJIA DOe*»A
APPU1&U A66K60
UTHOUIA iZIO «O
UTHOUIA LI4O IZO
HITEK: Tu%LPsieo
WATTS
175
100
•X.
57
03
LAMP TYPE
l-f%1» l*W
k30W If
Z-rtori2P5WW
l-f4oTlZ05UUJ
LTD
REMARKS
w£T LOCATIOU ew>Ktitp
cuff> i DIV i ec
MOUUT OU C£lLIU6
MOUUT OU C£lLIU6
WALL PACK.
ELECTRICAL PLAN
1/4" = 1-0"
"AS BUILT"
RCE PXP DATE
REVIEWED BY:
INSPECTOR OATE
ELECTRICAL PLAN \
/4"= 1-0"
ALMGREN a KOPTIONAK, INC.
CONSULTING ENGINEERS
0<|*>, Catifwnio (619) 966-5922
REVISIONS
st)"T CITY OF CARLSBAD
15 ENOINCtBINO OEPtBTMENT | 20
HOME PLANT SEWAGE PUMP STATION
ELECTRICAL SITE PLAN AND FLOOR PLANS
CMWD 85-604
8" CLASS /OO A.C.f>/Pe(L/M£O)/OOAjC.fW»ff (LINED)
EXIST, G&.OUH& LINE
ENCASED IN SAND
: PUMP STAi .FIN. FLK. EL. /5-5/
see r>ET.T. GSC.I.ELEV.
BELOWOUTLET
'UMP STAet.ev. 7.01
17 I rL.S.^Tffs> , *S
CONCKETE
THRUST 8LK.
' BLJILTT
TE.E IH PLACE
EXIST. ff'CJf.TO IMttOFF TANK.TO BE ABANDONED
EXISTING i SEWAGE
FLANTTO BE ABANDOMEOUPON COMPLETION OFNEW FORCE MAIN.
PL US M7H CONC.
HEW 8 c.i- st.eeveCSM. LI USDOEM. LINED
CLASS ISO K 'ZOO'
L 4O./4't,
T.HEW 8"A. C. PIPE
MAIN
EPOXY LINED
NEW 8"~
A.W.W.A. FiAMGED FT&.
A.S.A. &I&.I SL.IZS
CBM. LIU ED
/V£W 8"SATE VALVE
& C. I. VALVE BOX
PETAIL a
NEW FORCE MAIN CONN.V*
€> EXIST. PUMP STATION *
A.T. & S.F.R.R. License No.
DATS
ElttST.IHG
PUMP STATION
SCALE '/•z"=t'-O
NOTE-' Remove SXIST/NS CONCHSTS
£NCA»fM*NT TO MAKf COM-'
TO extST/NSi>it>e. EXIST. MM. *i
THIS CONNECTION It NOT TO
of MAot UNTIL CA*LSMAD-
VlSTA fNTUtCMPTOM Sews*
/S IN OPtRATION.
SH^T CITY OF CARLSBAD
DOWN TOWN FORCE MAIN
STA. I8f OO TO STA. ?4 f 43 ±ASSOCIATED ENGINEERS
3O<£5 ROSECRANS PL.SAN Dlt-SQ 10, CALtF.
WAVNE R4.ILLOATED
i J ... .. . i .:
CONCRETE ENCASED SEWER MAIN
i±n.i 11. i
EXISTS H.R GAS MAIN IISTfe EDOE OF flWEIHENT
OF 8 E.S.V. C. R
CONCRETE ENCASED
EXISTG 4 WATER LINE
CONST 81.50 UN. FT. OF
8" E.S.VC.P CONCRETEENCASED SEWER MAIN
OCEAN STREET
SEE SHEET NO. 2
CARLSBAD BLVD.
SHEET C)TY OF CARLSBAD
ENGINEERING DEPARTMENT
BEECH AVE OCEAN STREET SEWER
BEECH AVE. LINE
STA. 0+00 TO STA. 5 + 77.50PLAN AND PROFILE
a Tyrareun i Ntetua6rj>u&PROJECT NO
77-27
EIJCASED. SIN- .;
EXISTG 24 -EUC. TO I
BE REMOVED , ^
BY OTHERS IT-' K3+64.IO
NST. 202.50 UN. FT OF 8 E.S.VC.I! SEWER MAIN FT OF 8" E.S.V.C.R SEWER MAIN
NCASED IN CONCRETE
BEECH AVENUE
CAUTION
EXISfG 12 3/4" HIGH PRESSURE
GAS MAIM , CONTACT UTILITY
COMF»MY BEFORE EXCAVATING.
36.9' '
SHEET
7 CITY OF CARLSBAD
ENGINEERING DEPARTMENT
OCEAN STREET SEWER
BEECH AVE. LINE
STA. 5 + 77.50 TO STA. 10+64.
PLAN AMD PROFII F
A P P R 0 V E D tl^g (*J£L^^
RE. /g)
OWN. BY:*CHKD. BY:FIELD Bit
72-Gr rWY ENGI^fER
PROJECT NO.
77-27
DATE: j^
SHEETS
0
yg&Z-
VERT: '"' 3'
HORZ: _iii£S^
DRAWING NO.
IflS-*
=&~f=f=f=x-~—l~Tl:
apggaiig^^fagggggE
-.....-,.--^^- - •-]— , ,..r
~*• '^=^~~ — ~ T~"i •• * "'T" . "1".j£s.:J^.fJaJrr-~-.
j^^^^f^i^|^|:^il^^p^ggg^^|:^^S^^fegI^^E
rTTT^H •-. rTJr-"i
"•rr:: .rrt- l"i-^.i^-.~--4^^ r
223 224 225 226 227 228
^-cmr^TOKTp_mTHOLe S
NO.
CURB DATA
DELTA OR BUG.
9° 17' It"
'A'/SO'OO'OO"
A=/8O°OO'OCf
RADIUS
1961'
ion'
1660'
5.50'
ZOOO'
5.5d
LENGTH
64-79'
16119'
0536'
n.zs
It.OS'
60 d6'
TYPE -s-e-
MODIFIED'B-Z
(2) fcKr'— *
nn
CURB DATA
DELTA OH BRG.RADIUS
IOSO
LENGTH REMARKS
ZOO-Z6' [ MODIFJED
I64W\ TYK~G-2"
IZZ.73' '
Prepared in tfie office uf
Church Engineering, Inc.
?25 Broadway Suite 7QQ
San Diego. CA 9?'0t
Telephone (619) 237-0722
DATE
EMGIMEEfl OF WORK REVISION DESCRIPTION
SHEET
13 CITY OF CARLSBADENGINEERING DEPARTMENT!
IMPROVEMENT PLAN FOR:
CARLSBAD BLVD.
STA.223+OOTO STA.228-H50
CITY ENGINEER
CMKO «Y:_FIELD BK
»ROJtCT NO
3288
OR AWING NO
291-2Q
_PHOTO GEODETIC CORPORATION CMWD
BASIS OF
ALL aEARlWGS SHOWM HEREOKJ AKE. 3ASED OKI
AEfSlAL CDKTTROL FOIMT COORDINATES
SUPPLIED BY THE CITY OF CARLSBAD.
AT - 14 M
E
AT-15 u<?eas.:5oyr CELEV is,75)
E &4ZZ.°>\ 57
DEED BeARIM&S MUST BE ROTATED OO'Ofc'
CLOCKWISE TD A&RE£ WITH
SHOWM HECE.OM.
TACK CCAT
- NEW CHAIN
LJMK FEMCE
CQJSHfcP
IE- I3.5fc
0*00 0*20
PROFILE A PROFILE Br-41
EXIST 8" AC F.M.
/^(ABANDON IN/Pl^CE)
puma
A
/G/SITE PLAN, .SHT. ID)
/ / / / // // / /
6HT. 16.
Ft* DfcMOUTlOU
Of UfW PUMP WTKXIPREFWZE H^EKICH
EXST CHAIM LIUK FEK1C£
_ Re.MA_UO ^^ ___ -~~- --
CRUSHED ROCK SE£ DETA/L
MEW 7' HI&H CHAIULIIUK
DISTANCES PER PLAN)
COMWECT ex6T CHAIW LIUK
FEMCE TO MEW CHAIU UWK
SEE SHT.. 2 QF F.M. PLANS,
NEW SEWEfrMA^HpLE PER LSDRSD SvtT / /.^ / /
REMCVE « D16P06E C3F
CHA1M LINK FEMCE (52 LF)7 TTCP ^ITH PVC
', 16
INSTALL MEW BWSTECTIOW
rr CTYP aftliSrfc
'*REMOVE t Dispose. 3P\\ ;'^>
. ._ MEEOED
MEW COMSTteuC
'^BALL V
IMSTAU- NEW CRUSHED fCOf.SSOUMD coses. £A" MIKJ)
set
COUUECT E*ST CHAlkJ
FEMCE TD KJEW CHAIU LIUK
FEMCE
ET1C6T CHA1M LWK pEMCE
TO, REMAIU f . .'
w£w couett
C4-IWU LIUK
-DELEtEj)MATCH EX5T ELEV. SAWCUT
EX6T AC WHEEE KJEW AC <
EXST AC ASJE. TO BE OOIUEO
SEE DETAIL- /
M.
aoS> %
SITE PLAN
I" • IO'
"AS BUILT"
RCE EXP DATE
REVIEWED BY:
INSPECTOR DATE
ALMGREN 8 KOPTIONAK.INC.
CONSULTING ENGINEERS
Son DlK
^
o, California (6t9> 566-3922
&vi£fcwQr*W3*±J%/
XCiit^'
5/t5/90
DATE
Wb
L
t REVISIONS BY WILSON ENSINEERING
45 W/iT
DESCRIPTION
REVISIONS
*PP'D
SHEET
2
HOME
CITY OF CARLSBADENOINEERINO DEPARTMENT
SHEETS
20
PLANT SEWAGE PUMP STATION
SITE PLAN, DETAILS AND
( rfLv^tfi- //uf/^vf^
rmtt »Y. SJ/JCCHKD »Y «XFIELDS*
PROJECT NO
3299
PROFILES
Mf-lt
DfmiHS NO.
315-2
CMWD 85-604
CONCRETE ENCASED SEWER MAIN SEWER MAIN CONCRETE ENCASED
CONST 81.50 UN. FT. OF
8'E.aVC.P CONCRETE
ENCASED SEWER MAIN
OCEAN STREET
SEE SHEET NO. 2
BEECH AVE
SCALE I" = 20'T DATE
I*
BY
A aaamtrreiffTSLa jrrtV- ifar
DESCRIPTION
-«!:•-
APP'D
REVISIONS
SH«T CITY OF CARLSBAD
ENGINEERING DEPARTMENT
SHEETS
OCEAN STREET SEWER
BEECH AVE. LINE
STA. 0+00 TO STA. 5 + 77.50
PLAN AND PROFILE
A P P ROV E D : 4 ~jtf /t^/y
RE. /«<
DWN.gr.-CHKD.BYFIELD BK
fe^ CITY' ENGII»S?R
l5.t/da^tPROJECT NO.
77-27
DATE S^fa/fr
V.T.'jgtf.
WNG NO.-9
?l
, I
\
/
s^gsiu
igogisg iLm.an^
EXISTS 24".EUC. TO (BE REMOVED , rBY OTHERS IT— 10+64.10
eytsris g»
EXIST6 H.R'Teas MAIN
284.10 LIN. FT OF 8 E.S.V.CR SEWER MAIN N.55'23 E. (R.O.S 2298
CASED IN CONCRETE
CAUTION
EXISfG 12 V4" HIGH PRESSURE
GAS MAIN , CONTACT UTILITY
COMFBNY BEFORE EXCAVATING.
BEECH AVENUE
•J
* t^
^•i ' i«*\ ^*-°-**- -ifi~"
-,H_ T^rr.^. * •*.£-..„•„•_ r^x ±;r .-.r- , •- v
a=:!_-.-fc.i- -I. .-.i.;:>=.-fe: ^3=f=&i -ES35--
daiLEa^sE
;-.; _j—?—.----t- -' j.^^r^^rr ',:.Kr r •• T"—:rjr.~?
3Sljgg)g±g.TB; J.4.--
r:.r. JT^'i -T~f_..,— •• ••*-•• ; • T t...... ^JI.^LJ.'.J^
^fc=L-..y.-J-...;^:--fc-j :=.-Ti il-'l_i.:-ux^bfeE7n ;: i-j=
CARLSBAD,
CITY OF CARLSBADEMOINECRINS DEPARTMENTPrepared in the office ui
Church Engineering, Inc.
ZOO 16 MODIFIED "B-Z IMPROVEMENT PLAN FOR:
CARLSBAD BLVD.
STA.223+OOTO STA. 228+ 50
£ N1ETQ R.C.E. 3O724
REVISION DESCRIPTION
CMWD 37-5"
APPENDIX F
CARLSBAD MUNICIPAL
WATER DISTRICT'S
APPROVED MATERIALS LIST
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICTS APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
AIR/VACUUM VALVE
2-INCH
AIR/VACUUM VALVE
ABOVE GRADE
ENCLOSURE
ANGLE METER STOPS
1-INCH
ANGLE METER STOPS
2-INCH
BACKFLOW
PREVENTER (R.P.)
CORPORATION STOP,
FLARE XMIP
CORPORATION STOP,
MIPXMIP
BOLTS AND NUTS, 304
SS
BOLTS AND NUTS, 316
SS
BOLTS AND NUTS,
A307
BONDING AGENT,
EPOXY
BUSHING, INSULATING
CASING END SEAL
CASING SPACER
CATHODIC TEST
STATION BOX
CATHODIC WELDING
CHLORINE
COATING, MASTIC
Air-Vaccum Valve Assembly. See Standard Dwg W7
See 'Valve Box" for below grade components
1" Bronze Angle Meter Stop (Ball Valve) with 90 Degree Lock
Wing, Flare x Outlet Swivel Meter Nut
2" Bronze Angle Meter Stop (Ball Valve) with 90 Degree Lock
Wing, Flare x Outlet Meter Flange
Reduced Pressure Principal Type Assemblies; Double Check
Valve Detector Assemblies for Fire Sprinkler Systems
Bronze Flare x MIP Thread Ball Valve (T-Head only) 1"and 2" Full
Opening
Bronze MIP x MIP Thread Ball Valve (T-Head only), 1" and 2" Full
Opening
Hex-Head Machine, ASTM A193, Grade B8 Bolts and ASTM A194,
Grade 8 Nuts
Hex-Head Machine, ASTM A193, Grade B8M Bolts and ASTM
A1 94, Grade 8M Nuts
Hex-Head Machine, Cadmium/Zinc Plated, ASTM A307, Grade A
Bolts and A307 2H Heavy Hex Nuts
Epoxy Resin Based Bonding Agent for Bonding New Mortar or
Concrete to existing concrete
Nylon, 1-1/4" x1",
1-1/2" x1", 2-1/2" x 2"
1/4" Thick Styrene Butadiene Rubber Sheet End Seal. Use 1"
Wide Stainless Steel Bands. Zippered End Seals with Stainless
Steel Bands may also be used.
Stainless Steel Casing Spacer, Center Restrained, Position Type
with PVC Liner and Non-metallic Anti-friction Runners
25.4 Kg (54 Ibs) Concrete Body with 5.4 Kg (12 Ib) Ductile Iron Lid
and Lid Ring. "CP TEST' shall be cast into the Lid in 25mm (1")
Letters. For Cathodic Protection Test Stations, Anode Ground
Beds and Insulated Flange Test Stations.
For Welding Cathodic Bond Wires to Steel Pipelines
Liquid (Gas) or Sodium Hypochlorite Solution. See Section 15040
Cold applied Coal Tar or Epoxy based single component, self-
priming, heavy-duty protective exterior coating for buried concrete
APCO 145C
VAL MATIC 202
CRISPIN UL20
Vent-0-Mat Model 050RBX4021
Pipeline Products VCAS 1830 Tan
Ford BA23-444W
Jones J1964W
Mueller B-24255
Ford BFA23-777W
Jones J1973W
Mueller B-24277
List of Approved Backflow Prevention
Assemblies by the State of California,
Department of Health Services most
recent version
FordFB700, Jones 1929, Mueller
B-25025
Ford FB500,
Jones J-1 943
Mueller B-2969 (2")
Mueller 8-20013(1")
Sika Sikadur 32 Hi-Mod
Calpico
Corrosion Control Products
F.H.Mahoney
Advanced Products & Sys.
Cascade
Calpico
Pipeline Seal & Insulator
Powerseal
Raychem
Advanced Products & Sys.
Cascade
Calpico
Pipeline Seal & Insulator
Powerseal
Raychem
Christy G5
Carboline Bitumastic 50
Devoe Devtar 5A
Polykem 938
Tnemec HB Tnemecol
46-465, HB Tneme-Tar
46H-413
June 2008
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICTS APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
COATING,
WATERPROOF
COUPLING; CQOO PVC
DEFLECTION
COUPLING, C900 PVC
CLOSURE OR REPAIR
COUPLING, C905 PVC
CLOSURE,
DEFLECTION OR
REPAIR
COUPLING, GROOVED
COUPLING, STRAIGHT
FLEXIBLE
COUPLING,
TRANSITION FLEXIBLE
CUSTOMER SIDE SHUT-
OFF VALVE
CUSTOMER SIDE SHUT
OFF VALVE
ELL, BURY, DUCTILE
IRON
EPOXY ADHESIVE
EXPANSION JOINT
FIRE HYDRANT SPOOL,
DUCTILE OR CAST
IRON, FLANGED
FIRE HYDRANT
FIRE HYDRANT, 200 PSI
or Higher
FITTING, DUCTILE IRON
FITTING, GROOVED
Epoxy Resin Based Cemetous Trowel Grade protective
waterproofing for concrete
4" through 12" Solid PVC for obtaining deflection only.
4" through 12" Solid PVC for closure or repair
16" through 36" Solid PVC for Closure, Deflection or Repair
Use for Above Ground Dl or Steel Pipe 100mm (4") or larger
4" and Larger Steel or Ductile Iron Construction, Slip x Slip, Epoxy
Coated with 304 or 316 Stainless Steel Bolts and Nuts. For use on
AC, PVC, Dl, or Steel Pipe
4" and Larger, Steel or Ductile Iron Construction, Slip x Slip, Epoxy
Coated with 304 or 316 Stainless Steel Bolts and Nuts. For use on
AC PVC, Dl or Steel Pipe
3/4" and 1" Bronze Customer Shut-off (Ball Valve), Inlet Swivel
Meter Nut x Outlet FIP Thread, Lockable Tabs, with Lever Handle
2" Bronze Customer Shut-off (Ball Valve), Inlet Meter Flange x
Outlet FIP Thread, Lockable Tabs, with Lever Handle
6" Ductile Iron Bury Ells, Long Radius, Fig x MJ/PO
(Use of Short Radius Bury Ells with District Engineer Approval
Only)
High-Modulus, Low Vicosity, Epoxy Resin Based Adhesive suitable
for Grouting Bolts or Dowels
For Water Pipeline Bridge Crossings
Ductile or Cast Iron Spool with Integrally Cast Flanges and
Machined or Cast Exterior Grooves. Spools 12" or longer shall
have grooves 3" from each Flange. Spools shorter than 2" shall
have one groove centered between the Flanges. Grooves shall be
3/16" deep, ± 1/16" and 1/4" wide, + 1/16", 6 Holed
6" Standard 150 PSI Wet Barrel Bronze Fire Hydrants with Six-Hole
Bolt Pattern. 4" x 2.5" or 4" x 4" x 2.5" Outlets
Project Specification Submittal Required
Flanged, Mechanical, Joint or Push-on Tees, Bends, Crosses,
Recucers, Adapters, etc., for Water Lines 4" and larger.
Manufactured per AWWA C1 00, C1 1 1 , C1 53. Double Cement
Mortar Lined.
(SSB Fittings will not be permitted on C905 Pipe.)
Grooved ductile Iron Fittings for Grooved end Pipes, 4" through 24"
Sika Top Seal 107
STO CR 241
Certainteed Vinyl Iron HD
Certainteed Vinyl Iron HD
IPEX
Nyloiplast America
Septer
Grinnell #7001
Tyler 500
Vitaulic #44, #77
APAC 301
Ford FC1
Powerseal 3501 , 3538
Romac 501
Smith-Blair 411
APAC 31 1,31 3
Baker
Ford FC2A
Powerseal 3501, 3538
Romac 501
Smith-Blair 41 3
Mueller Maxifit
Ford B13-332WW/HT34
B13-444WW/HT34
Jones J-1908W
Mueller B-24351
BF13-777Ww/HB-67S
Jones J-1 91 3W
Mueller B-24337
Clow
South Bay Foundry
Sika Sikadur 31 , Sikadur 35
APAC 703
Dresser 63
Powrseal 3563
Smith-Blair 61 1,61 2
Clow 2050, 2065
Jones J3700, J3775
Bachman
Griffin
Nappco/Sigma
Pipeline Components
Star
Tyler
Grinnell
TylerG-B
Victaulic
June 2008
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICTS APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
FITTING,
PIPE RESTRAINT
GASKET
GASKET, JOINT
RESTRAINT
GASKET, RUBBER
GASOLINE RESISTANT
GASKET, RUBBER
RING
GREASE
GROUT
JOINT RESTRAINT
ASSEMBLY
JOINT SEALING
COMPOUND, PLASTIC
ROPE
LUBRICANT, PIPE
GASKET
METER
METER BOX
1" SERVICE
METER BOX
2" SERVICE
METER BOX
1" SERVICE
( Exposed to Traffic
Loads)
METER BOX
2" SERVICE
(Exposed to Traffic Loads
& for Combination Air
Release, Std Dwg W7)
METER FLANGE
MORTAR, REPAIR
PAINT
PAINT
PAINT
May be used with or in lieu of thrust blocks with approval of District
Engineer
1/8" Thick Full Face or Ring, Aramid Fiber Bound with Nitrile. No
Asbestos Content
Rubber Ring Type with Stainless Steel Locking Segments
Vulcanized into the Gasket. Fur use on PVC Carrier and Casing
Pipes.
Gasoline Resistant Pipe Gaskets for Water Mains
3mm (1/8") Thick, Rubber Ring Type, 1.72 Mpa (250 PSI)
Maximum. For 1 00mm (4") through 900mm (36" Pipe Flanges
For Bolt Corrosion Protection on Buried Bolts, NO-OX-ID Type
Non-Shrink Cement Based Construction Grout for Crack Repair,
Flooring Mortar, Dowel Grouting, Crack Sealing and General
Binding
Only where Concrete Thrust Restraint is not possible. Prior
approval of District Engineer is required
For use on Pre-cast Vault and Manhole in Grooved Joints between
sections
Rubber Gasket Pipe Lubricant for use on PVC or ductile Iron Pipe
Joints, NSF Listing required.
Supplied by CMWD
12" x 20" x 12"Polymer Meter Box and Cover for 1" Water Services
with meters 1" or smaller.
Cover color:
Gray for Potable Water Use
Purple Lids for Recycled Water Use
17" x 30" x 12" Polymer Meter box with 2-Piece Lid for 2" Water
Services with meter larger than 1" and Blowoff Assemblies
Cover Color:
Gray for Potable Water Use
Purple Lids for Recycled Water Use
Gray for Potable Water Use
Purple Lids for Recycled Water Use
Gray for Potable Water Use
Purple Lids for Recycled Water Use
Bronze Meter Flanges for 1-1/2" and 2" Meters with Slotted Holes
Two Component, Low Shrinkage, Cement Based with High
Compressive and Bonding Strength
Valve Box Lids
Prime Coat required on all above ground metal surfaces
Fire Hydrants
Prime Coat required on all above ground metal surfaces
Backflow Assys & Vent Pipes, Prime Coat required on all above
ground metal surfaces
Romac-GripRing
Star Pipe-PVC Ring Lock Series 3500
UniFlange- 1300-C
Calpico
Garlock 3000
Johns-Manville
Klinger4401
Tripac 5000
US Pipe Field Lok 350
Newby
Calpico
Johns-Manville
US Pipe
Sanchem NO-OX-ID
Dearborn Chemical
SikaSikagrout212
STO Epoxy Binder CR633
STO Epoxy Gel CR635
STO N-S Grout CR732
Quickset Joint Sealing
Compound
Whitlam Blue Lube
AmorcastA6000485
Cover A6000484
Lid, Drop In A6000487
Amorcast A6001640PC-12
Cover A6001 643
Lid, Drop In A6000482
Brooks Model No.37 with Traffic Rated
Lid
Brooks Model No.66 with Traffic Rated
Lid
Ford CF Series
Jones J1 29
A.Y.McDonald610F
Sika Sika Top 122, 123
STOCR735, CR740
Frazee Traffic Line and Marking Paint
Yellow #5020301 (2 coats)
Frazee Aero Plate II, Bright Yellow
#6480462 (2 coats)
Rust-Oleum No 7671 Dunes Tan (2 coats)
June 2008
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICTS APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
PAINT, PRIME COAT
PIPE, COPPER TUBING
PIPE, DUCTILE IRON
PIPE, PVC C900
PIPE, PVC C905
PIPE, STEEL CEMENT
MORTAR LINED AND
COATED (CML+C)
PLASTIC ENCASEMENT
PLASTIC WRAP
PRIMER, WAX TAPE
PROTECTOR POST,
STEEL
SEALANT
SERVICE SADDLE FOR
ACP AND Dl PIPE
SERVICE SADDLE FOR
PVC C900 PIPE
SERVICE SADDLE FOR
PVC C905 PIPE
TAG, BRASS
IDENTIFICATION
TAPE, OUTER WRAP
Prime Coat, Prime Coat required on all above ground metal
surfaces
1" Type K Soft Seamless rolled Tubing
2" Type K Soft Seamless Straight Lengths
1" and 2" Type K Rigid Seamless Straight Lengths
For Water Lines 1 00mm (4") and larger manufactured per AWWA
C111 C115, C150, C151.
Double Cement Mortar Lined
For Water Lines 4" through 12" and 8" Gate Wells. AWWA C900
Class 200 only.
For Water Lines 16" and 20" through 36". AWWA C905 DR 25 and
DR18
Steel Cylinder (CMUC), Per AWWA M11 and Section 15061. 1/4"
Minimum Wall Thickness.
Steel Pipes Used for Recycled Water Installation are to be
identified per District requirements. Submittal required.
12-mil Thick Polyethylene Encasement Sleeve for Ductile Iron Pipe
(DIP) per AWWA C105 and Recycled PVC, CMC/L, or DIP Non-
Purple Water Pipe.
Clear Sleeve for Potable Water
Purple Color for Recycled Water
8-mil Thick Polyethylene Encasement for Buried Fittings and
Valves — Double Wrap
Clear Sleeve for Potable Water
Purple Color for Recycled Water
Surface Primer for Underground Application of Petrolatum Wax
Tape
4" Diameter, 0.250" Wall Galvanized A-120 Steel Pipe, Concrete
Filled
Chemical Grout for Joint Sealing
Cast Brass ASTM B62 Body with Silicone Bronze Double Straps,
IP Outlet Sizes 25mm (1") and 50mm (2")
Bronze or Brass Saddle with Stainless Steel Four Bolt Strap(s), IP
Thread Outlet for Sizes 1" and 2" for Pipe Sizes 4" through 12"
Bronze or Brass Saddle with Stainless Steel Four Bolt Strap(s), IP
Thread Outlet for Sizes 1" and 2" for Pipe Sizes 16" and Larger.
1" Diameter, 18 Gauge Brass with 3/16" Die Stamped Letters and
Numbers, Suitable for Attachment to Cathodic Protection Wires by
means of a Nylon Zip Tie.
Adhesive Plastic Outer Wrap for Wax Petrolatum Tape in
Underground Applications
Rust-Oleum No 769 Damp Proof Red or
Rust-Oleum No 865 Enamel-Dunes Tan
Cerro
Halstead
Lee
Mueller
Phelps-Dodge
American Pipe
Griffin
Pacific States
U.S. Pipe
Certainteed
Diamond Plastics
Extrusion Technologies
IPEX
Pacific Western
VmylTech
Certainteed
Extrusion Technologies
IPEX
J-M
Pacific Western
Vinyltech
Carboline Denso Paste
Trenton Tern-Coat
3M Scotch Seal
Ford 202B
Jones J-979
Smith-Blair 323
Romac 202B
Mueller BR2B
Ford202BS
Jones J-969
Smith-Blair 393
Romac 202BS
Mueller BR2S
Ford 202BS
Jones J-969
Romac 202B
Mueller BR2S
Ford 202BS
Jones J-969
Romac 202N
Polyken 960
Trenton Polyply
June 2008
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICT'S APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
TAPE, UTILITY
TAPE, WARNING/
IDENTIFICATION
TAPE WARNING/
IDENTIFICATION FOR
RECYCLED IRRIGATION
TAPE, WAX
ABOVEGROUND
TAPE, WAX
UNDERGROUND
TAPPING SLEEVE FOR
ACP, AND DIP
TAPPING SLEEVE FOR
PVC(C900-C905)
VALVE STEM
EXTENSION,
FIBERGLASS
VALVE STEM
EXTENSION, STEEL
VALVE, BALL WITH
LOCKING TABS
VALVE, BUTTERFLY
150PSI
VALVE, BUTTERFLY
250 PSI
VALVE, GATE,
RESILIENT WEDGE
(RWGV)
VALVE, PRESSURE
RELIEF AND
SUSTAINING
10 to 50 Mil x 2" Wide General Utility Tape for Corrosion Protection
of Above and Below Ground Pipes and Fittings
6" Wide, Warning/Identification (Non-Metallic) Marking Tape for
Buried Facilities with Continuous Warning "Caution Water Main
Buried Below" or "Caution Recycled Water Main Buried Below"
Tape for Recycled Water shall be Purple
3" Wide, Warning/Identification (Non-Metallic) Marking Tape for
Buried Irrigation Pipelines. Purple Color with Continuous warning
"Caution Reclaimed Water Main Buried Below"
Petrolatum Saturated Synthetic Fabric Tape for use on
Aboveground Couplings, Flanges, Fittings, etc.
Petrolatum Saturated Synthetic Fabric Tape for use on
Underground Couplings, Flanges, Fittings, etc. Primer and Outer
Wrap Required.
Fabricated Steel Tapping Sleeve for 4" through 12" Wet Taps.
Epoxy Coated with Stainless Steel Bolts and Nuts
Fabricated Steel Tapping Sleeve for 4" through 12" Wet Taps.
Epoxy Coated with Stainless Steel Bolts and Nuts
Three Part Fiberglass Valve Extension Kit. Use when extension 8
foot or shorter.
Round or Square 1-1/2" Diameter Steel Rod, Welded Construction,
Hot Dipped galvanized with Top Centering Ring and AWWA 2"
Operating Nuts Top and bottom. Use when extension longer than 8
foot.
3/4"Bronze, Straight, FIP x Meter Swivel with Locking Tabs and
Purple Handle
18" and Larger, AWWA C504, Class B. Thermosetting or Fusion
Bonded Epoxy coated and Lined. Class D or E Flange x Flange
Ends
18" and Larger, AWWA C504, Class B. Thermosetting or Fusion
Bonded Epoxy coated and Lined. Class D or E Flange x Flange
Ends
4" through 16", non-rising Low Zinc Bronze or Stainless Steel
Stern, Ductile Body and Bonnet, encapsulated Wedge per AWWA
C509 or C51 5 with Epoxy Coated Interior. Manufactured to AWWA
C509 or C515, with 250 PSI Rating
•Ductile Iron Bodies and Bonnets are required
Calpico
Northtown
Polyken 900
Scotchwrap
3M 50, 51
Calpico, Type 1
Line-Tec, Type B
T.Christy Eng., Type 1
Terra Tape, Standard 250
Thor, Elast Tec
Northtown
Calpico, Type 1
Line-Tec, Type B
T.Christy Eng., Type 1
Terra Tape, Standard 250
Thor, Elast Tec
Northtown
Trenton #1 Wax-Tape
Carboline Densyl Tape
Trenton #2 Wax-Tape
Baker 428 Series
Ford FTSC
Romac FTS-420
Smith-Blair 622
Ford 'FAST W/S.S. FLANGE
Romac SST W/S.S. FLANGE
Mueller H304 w/S.S. FLANGE
Pipeline Products FPU-210,
FPT-200, FPL-220
Pipeline Products SX-900
South Bay Foundry E4160
1"FordB13-444w
1" Jones J 1908
2" Ford BF13-777W
2" Jones J1 91 3
M&H 1450, 4500
Mueller Lineseal III
Pratt Groundhog
M&H 1450, 4500 (Class 250)
Mueller Lineseal XP 250
Pratt Triton HP-250
American FC, Series 2500
AVK25
Clow F6100, F6100 Ductile
Kennedy Ken-Seal ii, KRSR
Mueller 2361
M&H 4067, 7067, A2361
U.S. Pipe Metroseal &
Metroseal 250
Cla-Val
June 2008
APPENDIX "C"
CARLSBAD MUNICIPAL WATER DISTRICTS APPROVED MATERIALS LIST
FOR USE ON CONSTRUCTION OF POTABLE AND RECYCLED WATER FACILITIES
Item Description Manufacturer/Model
VALVE, HANDLE BALL,
150PSI
VALVE BOX RECYCLED
WATER VALVES
VALVE BOX
VALVE BOX
VALVE BOX
VALVE BOX
VALVE BOX
VALVE BOX
3/4" Through 2", Used as part of meter assembly and provided by
CMWD
Lid to be marked "Recycled Water", See Standard Dwg W13
For Gate Valves & Butterfly Valves, See Standard Dwg W13, Lids
shall be marked "Water"
Normally Close Valve, Lids shall be marked "Water"
1" Blow Off or Manual Air Releases. See Standard Dwg W5, Lids
shall be marked "Water"
2" Blow Off or Manual Air Release. See Standard Dwg W6
Lids shall be marked 'Water"
4" Blow Off Assembly. See Standard Dwg W11
Air-Vaccum Valve Assembly. See Standard Dwg W7
Valve Boxes Located in traffic shall use approved manufacturer's
Traffic Rated Lids
Jones 3/4" J-1 098
Jones 1" J-1908, 2" J-1913
Ford 3/4" B13-332W
Ford 1" B13-444W
Ford 2" B13-777W
South Bay Foundary SBF 1208-N
Brooks Service 4TT J&R 4T
Brooks Service 3RT
Brooks Service 4TT J&R 4T
South Bay Foundary SBF 1243
South Bay Foundary SBF 1243 (for 4"
Pipe Outlet) and Brooks 4TT or J&R 4T
(for Valve)
Amorcast A600 1640 PC-12
w/#60001643*Service 5 Cover
Brooks 66 (2-piece lid)
J&R No W6B (2-pice lid)
June 2008
APPENDIX G
UNDERGROUND
CLASSIFICATION
STATE OF CALIFORNIA ARNOLD SCHWARZENEGGER. Governor
DEPARTMENT OF INDUSTRIAL RELATIONS
DIVISION OF OCCUPATIONAL SAFETY
AND HEALTH ADMINISTRATION
MINING AND TUNNELING UNIT
6150 VAN NUYS BOULEVARD. SUITE 310
VAN NUYS. CA 91401-3333
(818) 901 -5420 FAX (818) 901 -5579
December 14,2009
2009
City of Carlsbad
163 5 Faraday Ave
Carlsbad, CA 92008
Attention: Mr. Mark Biskup, Associate Engineer
Subject: Underground Classification Numbers: C070 & C071 -073-1OT
Beech Avenue and Homeplant Influent Sewer Replacement
Dear Mr. Biskup,
The information provided to this office regarding the above project has been reviewed. On the basis of
this analysis, an Underground Classification of "Potentially Gassy" has been assigned to the tunnel(s)
identified in your submittal. Please provide a true and accurate copy of the Classification to the
Drilling/Excavation/Construction Contractor and insure that a copy of the Classification is posted at the
job site.
Kindly insure that the Sub-Contractor notify this office to schedule the mandated Pre-job Safety
Conference with the Division prior to commencing any activity associated with the project.
Also, be advised that, whenever an employee enters any bore or shaft being constructed under 30-inches
in diameter, the Mining and Tunneling Unit then has immediate jurisdiction over that job. Please
contact us prior to entering such spaces.
If you have any questions on these subjects, please contact this office at your earliest convenience.
Sincerely,
ics Wittry
Acting District Engineer
c: File
State of California
Department of Industrial Relations
DIVISION OF OCCUPATIONAL SAFETY AND HEALTH
MINING AND TUNNELING UNIT
C070-073-10T Van Nuys Office R5D2
Underground Classification
North Agua Hedionda Interceptor Sewer Replacement
City Project Nos: 3873/5512
(NAME OF TUNNEL OR MINE AND COMPANY NAME)
City of Carlsbad
of 1635 Faraday Ave. Carload. CA 92008
(MAILING ADDRESS)
Beech Avenue Sewer
at Along Beech Avenue, between Ocean Street & Washington Street. Carlsbad. California
(LOCATION)
has been classified as ""POTENTIALLY GASSY***
(CLASSIFICATION)
as required by the California Labor Code Section 7955.
The Division shall be notified if sufficient quantities of flammable gas or vapors have been encountered underground.
Classifications are based on the California Labor Code Part 9, Tunnel Safety Orders and Mine Safety Orders.
A 30" diameter steel casing, approximately 814 feet in length to be installed under Beech Avenue between
Ocean Street & Washington Street, Carlsbad, San Diego County, California.
December 14,2009
State of California
Department of Industrial Relations
DIVISION OF OCCUPATIONAL SAFETY AND HEALTH
MINING AND TUNNELING UNIT
I C071-073-1OT | Van Nuys Office R5D2
Underground Classification
North Agua Hedionda Interceptor Sewer Replacement
City Project Nos: 3873/5512
(NAME OF TUNNEL OR MINE AND COMPANY NAME)
City of Carlsbad
of 1635 Faraday Ave. Carlbad. CA 92008
(MAILING ADDRESS)
Homewood Influent Sewer
at In the vicinity of Carlsbad Blvd. Carlsbad. California
(LOCATION)
has been classified as *** POTENTIALLY GASSY***
(CLASSIFICATION)
as required by the California Labor Code Section 7955.
The Division shall be notified if sufficient quantities of flammable gas or vapors have been encountered underground.
Classifications are based on the California Labor Code Part 9, Tunnel Safety Orders and Mine Safety Orders.
A 30" diameter steel casing, approximately 175 feet in length to be installed in the vicinity of Carlsbad Blvd.
Carlsbad. San Diego County, California.
December 14, 2009
APPENDIX H
PROJECT SIGN DETAILS
f-0"
7-0" MINIMUM
12'-0' MINIMUM
BEECH
:TTY OF CARLSBAI
SEWER AND HOME PLANT LlFJ CATION
! INFLUENT SEWER REPLACEMENT! i I
(t
CONTRACTOR:
CIVIL ENGINEER: DUDEK AND ASSOCIATED
MATT] HALL
I COUNClJ MEMBER
CLAUDE A. "BUD" LEWIS
MAY
|ANN J.|KULCHIN
I COUNCIL MEMBER
2-3 1/2"
MARK RACKAROl
COUNCIL) MEMBER I
KEITH BI(ACKBURfJ
COUNCIL MEMBER |
(t
ora.SONa.iona
SEAL DEC/U. PROWOED
)'-8 1/2"1-8 1/2"
B'-O"
5-0"
HS-l-DCTAIL 0
BRUKAMY FtAWRC PCR CALTRANS STO.OWS RS-2
CONRTACTQR SHALL
SUBMITT FOR
ENGINEER'S APPROVAL
PRIOR TO
CONSTRUCTING AND
INSTALLING SIGN
DETAIL-PROJECT SIGN
NO SCALE
SEE PAGE 2 FOR
LETTERING
DIMENSIONS
PROJ. NO.
3873
& 5512
TITLE:
PROJECT SIGN DETAIL
PAGE
1 OE 2
SEE PAGE 2 FOR
LETTERING
DIMENSIONS
P/?OJ. A/0.
J95/
& 5500
PROJECT SIGN DETAIL
PAGE
2 OF 2
APPENDIX I
NCTD LICENSE AGREEMENT
& SAMPLE ROE AGREEMENT
North County Transit District
Encroachment Permit Application Process
Background
North County Transit District (NCTD) was created in 1976 and owns the railroad right-of-way (ROW) from
Orange County line to the Del Mar/San Diego border and from Oceanside to Escondido. NCTD maintains
the ROW from Orange County to Santa Fe Depot and from Oceanside to Escondido. The ROW varies
from 100-300 feet in width. Passenger and freight trains travel on the coastal ROW every day of the year at
speeds up to 90 miles per hour. Passenger and freight trains travel on the inland ROW every day of the
year at speeds up to 55 miles per hour.
NCTD's Comprehensive Real Estate Policy
NCTD may allow the use of the its real estate by public agencies, utilities, telecommunications companies,
and others provided that the proposed use does not interfere with NCTD's current or planned use of the
real estate. Applicants have the sole responsibility for relocating any improvements at their expense if
necessary to accommodate NCTD's future use; they must reimburse NCTD for all costs associated with the
proposed use; and they must pay fair market value for the use.
Types of Encroachment Documents
No matter the purpose, all entry on the ROW requires a permit. If permanent improvements are to remain
in the ROW, either a License Agreement or Lease is also required. The Applicant must obtain a License or
Lease from before a permit will be issued.
a Joint Right-of Entry (JROE) permits, licenses and leases
The Metropolitan Transit System ("NITS") owns the ROW located within the boundaries of the City of San
Diego. Projects south of Del Mar require a Joint NCTD/MTS permit, additional review, cost and time to
process. To obtain further details about JROE permits, licenses and leases, Applicants should contact
MTS.
a NCTD Right-of-Entry (ROE) Permit
Applicants whose projects are in the City of Del Mar and locations north on the coastal ROW, or on NCTD's
inland ROW, must obtain a ROE permit from NCTD prior to commencing work. A separate ROE permit is
required each time work is performed.
NCTD requires the Applicant to deposit the estimated amount of reimbursable costs; attend railroad safety
training; provide evidence of liability insurance naming NCTD and other rail users as additional insured;
and to meet other conditions determined by NCTD to be necessary to protect NCTD's real property and
railroad operations, prior to issuance of the ROE permit.
a NCTD License and Lease
A License or Lease is required for any permanent improvement or facility that will be located on NCTD
property, such as a fence, pipeline or aerial cable. The Licensee or Tenant must maintain the facility at
their sole expense, relocate or remove the facility at their sole expense upon notice from NCTD, and
maintain liability insurance naming NCTD and other rail users as additional insureds. The License or
Lease contains other conditions as NCTD determines are necessary to protect NCTD's real estate and
railroad operations. Licensees and Tenants will be required to pay fair value for the use of the property.
Payment of fair market value is required for placement of private facilities, and public facilities which are
constructed as part of a private project and dedicated to a member agency.
Application Packages
Applicants requesting permission to enter NCTD property estate must submit an application and obtain a
Right-of-Entry Permit, a License, or both prior to commencement of the project or use. Completed
applications must include three (3) sets of plans.
Plans must show details of the proposed construction affecting the tracks and NCTD's real estate or
facilities. The plans must show property lines, all rail facilities and distance to, below or above the rail.
Rev. 04/08
North County Transit District
Encroachment Permit Application Process
mm
Three (3) sets of false work plans, false work removal plans, shoring plans, cribbing plans and calculations
for false work, shoring or cribbing which are proposed to be located over, under or within 30 feet of tracks
must be included with the general plans if not indicated elsewhere. Plans and calculations must be
stamped by a registered Professional Engineer licensed in the State of California.
Application Review Process
NCTD departmental staff and consultants will review applications and plans to determine the potential
impact upon NCTD real estate and operations. NCTD reviews applications and plans as staff time is
available. The initial review may require 4 to 6 weeks from receipt of completed application.
Generally, NCTD will communicate its provisional approval or denial via e-mail, telephone or letter within 45
days of receipt of completed application. Do NOT proceed if NCTD sends a denial letter! Re-submit to
meet the criteria.
If the application does not propose permanent improvements or facilities within the ROW, NCTD will
prepare the ROE permit and send it to the Applicant for signature. The Applicant will sign and return the
document with applicable fees. NCTD will execute the ROE permit and return a copy to the Applicant.
If permanent improvements or a request to lease is proposed, NCTD will obtain a cost estimate for an
appraisal and communicate that dollar estimate to the Applicant. The Applicant must pay for the appraisal.
Upon completion of the appraisal and satisfactory acceptance of the valuation, NCTD will prepare and send
the License or Lease to the Applicant for signature. The Applicant will sign the License or Lease. NCTD
will execute the License or Lease and return a copy to the Applicant.
First Submittal/Counter Help
Counter help is available to guide the Applicant's first submittal and provide criteria the project must meet.
Counter help is provided at no charge to the Applicant however, NCTD staff cannot design the Applicant's
project. Extensive staff involvement or multiple meetings with staff or NCTD's consultants will be charged
against the deposit (see "Deposit" below).
Fees and Deposits
a Application Fees
A non-refundable application review fee of $250 must be included for consideration of any application.
Payment of the application fee does not guarantee or imply NCTD's acceptance or approval of the
proposed project or use.
a Appraisal Fee
If NCTD requires an appraisal to establish fair market value of the property, the Applicant must pay the cost
of the appraisal. NCTD will obtain a cost estimate before the appraisal is conducted.
a Right-of-Entry
If the Applicant's project is approved, the Applicant will submit a non-refundable permit fee. The minimum
permit fee is $ 1,000; in some cases the fee will be higher.
a Deposit
NCTD will consider the Applicant's project, and estimate the cost of flagging, inspection, contractor safety
training, permit administration, construction oversight, and other anticipated NCTD expenses. NCTD will
notify Applicant of the estimated cost of engineering review or appraisal fees prior to issuing a ROE permit.
Applicant must deposit with NCTD such estimated amounts prior to the commencement of Applicant's work
on the railroad property. Depending on the length and intensity of activity, additional deposits may be
required. NCTD will promptly refund any unused deposit after completion of the work and clearing of all
charges against it.
Rev. 04/08
North County Transit District
Encroachment Permit Application Process
a Exhibit or As-Built Fee
Applicant must provide as-built drawings signed by the resident engineer for facilities that are permanently
placed upon NCTD's ROW. NCTD may require a separate as-built deposit with each application for a
License or amendment thereto. The deposit will be retuned in its entirety upon NCTD's satisfaction with
the exhibit.
a License Fees
Licenses carry an annual fee. The nature, location and size of the facility determine the amount of this fee.
Please refer to the fee schedule attached hereto.
Insurance
The ROE permit, License or Lease will specify the types, limits, and other insurance and indemnification
requirements. Permitees, Licensees and Tenants will be required to provide a certificate of liability
insurance naming NCTD and other rail users as an additional insured. Depending on the nature of the
Project, separate Railroad Protective Insurance may be required.
Flag Protection
Flag protection by a rules-qualified railroad flagman is required for any work within 25 feet of the centerline
of any track, or if equipment such as a crane or boom truck can reach into the airspace measured vertically
at 25 feet of the centerline of any rail, or in any other instance wherein NCTD determines that the safety of
the railroad may be jeopardized by the work. Flagging is provided subject to availability and is at
Applicant's sole expense.
Contractor Safety Training (CST)
All persons working on the railroad property must attend NCTD's 2-hour safety training course. Each crew
member will receive a safety manual and a hard-hat sticker valid for one year. NCTD charges a flat rate for
CST regardless of the number of people the Applicant sends to a single class.
Questions or Comments
Further inquiries may be directed to Mr. Ed Singer, Real Estate Asset Administrator, NCTD, 810 Mission
Avenue, Oceanside, CA 92054. (760)-966-6556
Rev. 04/08
North San Diego County Transit Development Board
STANDARD ENCROACHMENT PERMIT APPLICATION
NCTD USE ONLY
N C T O-
NCTD PERMIT #FLAGGING CONTOLtf NCTD Received Dale Application #
APPLICANT: PLEASE COMPLETE ALL ITEMS BELOW; ATTACH PAGES, IF NEEDED
MilePost Start MilePost End Name of Applicant
Street Address of Project:Mailing Address:
Applicant Telephone:
Nearest Cross Street(s):Engineer/PM
Other Identifying Remarks:PM/Eng. Address, if different
PM/Engineer telephone/e-mail
THIS IS AN EMERGENCY PROJECT Yes No
Dale: Commencement Date: Expected Completion
Who will do the work? (List all)Other agencies, entities, companies involved
Fully Describe the Project. Include five (5) sets of complete plans with specifications, calculations, maps, if applicable
North San Diego County Transit Development Board
STANDARD ENCROACHMENT PERMIT APPLICATION
"• -v'Ss «^ ~C „ specific Uses, {<meckafl that apply)* "... ~ .*'...'....
Description/Notes USE
Temporary Use
Place a New Facility
Located in Railroad
Right- of- Way
Located on Other
NCTD Property
New Construction
Maintenance Work
Improvement to
Existing Facility
Communications
Line
Drainage basin or
culvert
Electrical supply,
guy wires or poles
Hazardous
Materials Clean up
High pressure gas
line or valve work
Landscaping
Livestock crossing
Monitoring Well
Overhead Work,
e.g. bridge or road
Description/Notes USE
Pedestrian
Over/Underpass
Private Crossing
Public Crossing
Repair to Existing
Facility
Sewer
Signage
Slope Work
Storage of materials
Storage of Rail cars
Storage of vehicles
Storm Water Drain
Survey work
Underground Work
Utility relocation
Wall, fencing, etc.
Water Supply
revised 04/08
Utility Crossings Estimated Fee Schedule
Type
Electrical
Electrical
Electrical
Electrical
Natural Gas
Natural Gas
Pole, guy, or miscellaneous
Telephone, cable, other
Telephone, cable, other
Sewer, water, storm drain pipeline
Sewer, water, storm drain pipeline
Perpendicular
Crossing*
O/H
O/H
U/G
U/G
U/G
U/G
surface
O/H
U/G
U/G
U/G
Size
<69kV
=>69kV
<69kV
=>69kV
<=8"
>8"
n/a
n/a
n/a
=<30"
>30"
Recurring Fee
$1,000
case by case
$1,500
case by case
$1,500
case by case
$750 minimum
$1,000
$1,500
$1,000
case by case
One time fee
Type
Sewer or water
Sewer or water
Storm drain
Location
U/G
U/G
U/G or surface
Size
=< 12"
>12"
n/a
One-time fee
case by case
case by case
case by case
* Longitudinal installations are evaluated on a case by case basis
O/H = Overhead
U/G = Underground
ALL FEES ARE SUBJECT TO CHANGE BASED UPON PERMITEE'S SUBMITTED DESIGN
228.9-0110-ROE-PERMITEE
RIGHT OF ENTRY PERMIT
THIS RIGHT OF ENTRY PERMIT ("Permit"), entered into as of
2010 between the NORTH COUNTY TRANSIT DISTRICT
("NCTD") and , ("Permittee").
RECITALS
A. NCTD is the owner of certain railroad right-of-way assets extending from Orange
County to San Diego and from Oceanside to Escondido (the "Right-of-Way"). The
Right-of-Way is in active use for the operation of freight trains (by the Burlington
Northern Santa Fe Railway Company ["BNSF"D. intercity passenger trains (by the
National Railroad Passenger Corporation ["AMTRAK"1. and Southern California
Regional Rail Authority ["METROLINK"1X and commuter trains (by NCTD).
B. Permittee desires to enter onto and use that portion of the Right-of-Way more
particularly described in Exhibit A attached hereto (the "Permit Area").
C. NCTD is willing to allow Permittee to enter onto and use a portion of the Right-of-
Way, provided that Permittee's entry and use do not interfere with the NCTD's
operations, including response to emergencies and routine maintenance, or the safe use
of the Right-of-Way by NCTD or its agents, BNSF, AMTRAK, and METROLINK,
and provided that Permittee's entry and use are in strict accordance with terms and
conditions set forth in this Permit.
NOW THEREFORE
NCTD and Permittee agree as follows:
1. Basic Permit Terms.
1.1 Permit Fee: One Thousand Dollars ($ 1,000.00).
1.2 Expense Reimbursement Deposit: To be determined.
1.3 Permit Expiration Date: earlier of completion of task or December 31, 2010
1.4 Permitted Use: Construct the Homeplant Lift Station Influent & Beech Avenue Sewer
Replacement Project including access to NCTD equipment yard and manhole on Beech
Avenue per plans on file with NCTD at approximate MilePost 228.9.
1.5 NCTD Permit Coordinator: Edward J. Singer, Real Estate Asset Administrator
Telephone number: (760) 966-6556
1.6 Permittee's Address:
Telephone Number:
1.7 Emergency Number: (760) 966-6700
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2. Grant of Permit. NCTD hereby permits Permittee to enter upon and use the Permit
Area for the purpose and during the time periods set forth in this Permit.
3. Permit Fee. Permittee shall pay to NCTD, in advance, the non-refundable Permit Fee
set forth in section 1.1 as partial consideration for the rights and privileges set forth in
this Permit. The Permit Fee is payable to North County Transit District on or before
execution of this Permit.
4. Cost Reimbursement, hi addition to the Permit Fee, Permittee shall reimburse NCTD
for all costs and expenses incurred by NCTD in the review of Permittee's request for
this Permit, Permittee's entry upon and use of the Permit Area, and review and
inspection of any work performed in the Permit Area; markout of railroad facilities;
inspection, flagging, and security services; and installation, removal, repair, and
restoration of the Right-of Way and railroad facilities. Upon execution of this Permit,
Permittee shall deposit with the NCTD the Expense Reimbursement Deposit amount
set forth in section 1.2. NCTD may deduct the costs and expenses from the Expense
Reimbursement Deposit as such costs and expenses are incurred. Costs of services
provided by NCTD employees will be charged at the employees' fully loaded
productive hourly rate (monthly salary and benefits divided by 150 hours). Services
provided by NCTD consultants, equipment rentals, and other third party costs will be
charged at cost plus a 7.2% administrative fee. Upon demand by NCTD, Permittee
shall make any additional deposits that NCTD determines are necessary to reimburse
NCTD for the costs and expenses incurred by NCTD. In the event that the costs and
expenses incurred by NCTD exceed the amounts deposited, Permittee shall reimburse
NCTD for all such costs and expenses within 30 days of invoice.
5. Use of Right of Way.
5.1 Permitted Use. Permittee's entry upon and use of the Permit Area is solely for the
purpose set forth in section 1.4.
5.2 Time of Use.
a. Permittee shall not enter upon or use the Permit Area or any Right-of-Way until
Permittee has paid the Permit Fee set forth in section 1.1, paid the Expense
Reimbursement Deposit set forth in section 1.2, satisfied the safety conditions
set forth in section 5.3(d), and delivered to NCTD the evidence of insurance set
forth in section 8.
b. Permittee shall deliver to NCTD a written Flag Protection Right-of-Way Work
Request, in the form attached as Exhibit B. not less than three (3) business days
prior to each entry upon the Permit Area. The need for flag protection shall be
determined in the sole discretion of the NCTD's Manager of Maintenance of
Way. In the event that the Manager of Maintenance of Way determines that
flag protection is necessary, Permittee shall not enter upon or use the Permit
Area until flag protection has been provided. NCTD shall use reasonable
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efforts to provide flag protection on the dates and times of Permittee's requested
entries, provided that any work by NCTD or its agents, BNSF, AMTRAK or
METROLINK that requires flag protection shall take priority. NCTD shall not
be liable for any costs, expenses, or claims if flag protection is not provided on
Permittee's requested dates or times of entry.
c. The NCTD's Manager of Maintenance of Way has the right to approve the dates
and times that Permittee may use the Permit Area.
d. This Permit and Permittee's rights hereunder shall terminate automatically upon
the completion of the purpose stated in section 1.4, or at 5:00 p.m. on the
Permit Expiration Date set forth in section 1.3, which ever is first to occur.
5.3 Restrictions on Use.
a. Permittee has no right to use any portion of the Right-of- Way other than the
Permit Area for any purpose.
b. No use by Permittee shall interfere with or delay any railroad operations on the
Right-of-Way or interfere with or cause damage to any railroad facilities.
c. Permittee shall protect all railroad facilities, public and private improvements,
utilities, communication lines, survey and subdivision monuments, and other
facilities of like character, existing or constructed during the term of this Permit
upon, over, under, or across the Right-of-Way from damage from Permittee's
use. Permittee shall promptly replace or repair all such improvements or
facilities which are destroyed or damaged as a result of any entry by Permittee
under this Permit. Permittee shall bear the entire cost of replacement or repairs
of any and all improvements and facilities damaged or destroyed by reason of
Permittee's use under this Permit, whether such improvements or facilities are
owned by NCTD or any other owner. Any repair or replacement shall be to the
satisfaction, and subject to the approval of NCTD or the owner of the
improvements or facilities.
d. Every individual who will be entering upon the Right-of-Way under this Permit,
before entering onto the Right-of-Way, shall first attend a class conducted by
the NCTD or the NCTD's designee on Railroad Worker Protection Safety rules
and regulations. Permittee shall comply with the SDNR rules and regulations
of the San Diego Northern Railway and the Track Safety Standards, Part 213,
Subpart A-F, Class of tracks 1-5, Federal Railroad Administration (FRA) at all
times while on the Right-of-Way. Such rules and regulations include, but are
not limited to, the wearing of hard hats, protective goggles, reflective vests and
steel-toed (or equivalent) shoes at all times while working on the Right-of-Way.
All costs of the safety training and of complying with the NCTD's safety
requirements will be at the expense of the Permittee.
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e. Permittee shall be solely responsible for compliance with all federal, state, and
local laws, regulations, rules, and orders applicable to Permittee's entry upon
and use of the Right-of-Way. Permittee shall obtain all federal, state, and local
permits and approvals applicable to Permittee's entry upon and use of the Right-
of-Way.
f. No object which can be moved by two persons shall be left on the Right-of-
Way unattended. This requirement also applies to objects above and/or outside
the Right-of-Way on the uphill side which can be thrown or rolled downhill
onto the track(s).
5.4 As-Built Drawings. Permittee shall provide NCTD with a set of as-builts, hard
copy, and electronic file, if available, within 30 days of acceptance of work. No
excess deposited funds will be released until as-builts are submitted and signed by a
licensed engineer in the State of California.
6. Safety and Environmental Protection.
6.1 Compliance with Laws. Permittee shall operate and maintain the Right-of-Way
and/or Permit Area so as to avoid injury or damage to any person or property, hi
carrying out Permittee's work, Permittee shall at all times, exercise all necessary
precautions for the safety and environmental protection of the Right-of-Way and/or
Permit Area, and be in compliance with all applicable federal, state and local
statutory and regulatory requirements including, but not limited to, those
promulgated by the State of California, Division of Industrial Relations
(Cal/OSHA), Cal/EPA, US/EPA, and the U.S. Department of Transportation,
including the Omnibus Transportation Employee Testing Act.
6.2 Hazardous Materials Prohibited. Permittee shall not use or allow anyone else,
including its contractors, to use the Right-of-Way and/or Permit Area to generate,
manufacture, refine, transport, treat, store, handle, recycle, release, dispose of, or
disrupt any Hazardous Material for the operation of Permittee's activities as
contemplated under this Permit. The term "Hazardous Material" shall mean any
hazardous, toxic or dangerous waste, substance, pollutant, emission or matter
(including petroleum products, whether so defined or not), defined or listed as such
in the California Hazardous Waste Control Law (Health & Safety Code, § 25100 et
seq.), the Comprehensive Environmental Response, Compensation, and Liability
Act (42 U.S.C. § 9601 et seq.), the Resource Conservation and Recovery Act (42
U.S.C. § 6901 et seq.), the Clean Water Act (33 U.S.C. § 1251 et seq.), or any other
federal, state, or local statute, law, ordinance, code, rule, or regulation.
6.3 Response Action. Permittee is responsible for any investigation of site conditions,
cleanup, remedial, removal or restoration work arising out of or in any manner
directly or indirectly connected with Permittee's activities in the Right-of-Way
and/or Permit Area that is required (a) under any applicable federal, state, or local
statute, law, ordinance, code, rule, or regulation; (b) by any judicial arbitral or
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administrative order; (c) to comply with any agreements affecting the Right-of-Way
and/or Permit Area; or (d) to maintain the Right-of-Way and/or Permit Area in a
standard of environmental conditions which presents no risk to safety or health and
prevents the release of any Hazardous Materials to adjacent property.
6.4 Survival. This Section 6 shall survive the termination of this Permit.
7. Improvements and Work.
7.1 No Permanent Improvements. This Permit does not authorize Permittee to place
any improvements or facilities in the Right-of-Way that will remain in the Right-of-
Way after the termination of this Permit. Any such improvements or facilities can
be authorized only by a separate written license or agreement between NCTD and
Permittee or the owner of the improvements or facilities, which license or
agreement shall contain such other terms, conditions, covenants, representations,
and warranties as NCTD, in NCTD's sole and absolute discretion, determines to be
appropriate, including, without limitation, provisions relating to maintenance, term,
payments for use of the Right-of-Way, relocation, indemnity, and insurance.
7.2 Approval of Work. Permittee shall deliver to NCTD, for NCTD's review and
approval, drawings, specifications, and other construction documents describing
any proposed work in the Permit Area in sufficient detail to enable NCTD to
determine the scope and nature of the proposed work and the potential effect of
such work on the Right-of-Way and the train operations. NCTD may approve or
disapprove any work in NCTD's sole and absolute discretion, and NCTD may
require such changes or impose such conditions as NCTD, in its sole and absolute
discretion, deems necessary or appropriate. In the event that NCTD approves any
proposed work, the work by Permittee in the Permit Area shall be done in
compliance with the drawings, specifications, and documents approved by NCTD,
with the terms and conditions set forth in this Permit, and with all applicable
federal, state, and local laws, rules, regulations, permits, and orders. Permittee shall
only use a contractor approved by NCTD. NCTD shall have the right inspect the
work to determine whether the work is performed in accordance with the terms and
conditions of this Permit and to order Permittee to correct or remove any work that
does not comply with the terms and conditions of this Permit. Permittee shall
reimburse NCTD for the costs of inspections and costs of furnishing any flag
protection for the work.
7.3 No Representation or Warranties Regarding Work. NCTD's review and inspection
of the drawings, specifications, construction documents, and work is for the
purpose of examining the general arrangement, design, and details of the work for
potential impact on the Right-of-Way and railroad operations. NCTD and NCTD's
employees, consultants, and agents assume no responsibility for and make no
representations or warranties, express or implied, as to the design, condition,
workmanship, or adequacy of the drawings, specifications, construction documents,
or work. No review, comments, requirements, or inspection shall relieve Permittee
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or Permittees engineers, contractors, subcontractors, or consultants from the entire
responsibility for the errors or omissions in the drawings, specifications, or
construction documents, or for the quality or adequacy of the work.
7.4 Permittee's Notification Requirements.
a. Permittee shall contact the NCTD Permit Coordinator named in section 1.5 of
the Basic Permit Terms prior to the start of any construction work for a markout
of NCTD facilities. Please be advised that NCTD is not a member of Dig Alert.
b. Permittee shall contact Dig-Alert at (800) 422-4133 prior to any excavation in
the Right-of-Way.
c. Permittee shall contact Underground Service Alert for MCI
Telecommunications installations at (800) 227-2600 prior to any excavation in
the Right-of-Way.
d. Permittee shall immediately stop work and notify NCTD Permit Coordinator if
Permittee becomes aware of any Hazardous Materials or suspected Hazardous
Materials in the Right-of-Way and/or Permit Area, violation of any
environmental law, or actions brought by third parties against Permittee alleging
environmental damage. Permittee shall not take any remedial action in
response to the presence of any Hazardous Materials in or about the Right-of-
Way and/or Permit Area, nor enter into any settlement, consent decree, or other
compromise in respect to any claims relating to any Hazardous Materials,
without NCTD's prior written consent.
8. Exculpation and Indemnity.
8.1 Exculpation of NCTD. NCTD shall not be liable to Permittee for any damage to
Permittee or Permittee's property from any cause. Permittee waives all claims
against NCTD or its agents, BNSF, AMTRAK, METROLINK, and their respective
directors, officers, employees, and agents for damage to person or property arising
for any reason. Permittee acknowledges that the Right-of-Way is used for
operation of trains operating at high speeds.
8.2 Indemnity.
a. Permittee hereby indemnifies, defends, and holds NCTD and its agents, BNSF,
AMTRAK, and METROLINK, and their respective directors, officers,
employees, agents, contractors, or authorized volunteers, harmless from and
against any and all liability or claim of liability, loss or expense, including
defense costs and legal fees and claims for damages of whatsoever character,
nature and kind, whether directly or indirectly arising from or connected with an
act or omission of Permittee, or any employee, agent, invitee, contractor of
Permittee, or other person acting by or on behalf of Permittee on or about the
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Right-of-Way, including, but not limited to, liability, expense, and claims for:
bodily injury, death, personal injury, or property damage; provided, however,
that nothing herein shall relieve any party indemnified hereunder from liability
to the extent that such liability arises from such party's sole established
negligence or willful misconduct. This indemnity shall not require payment of
a claim by NCTD or its agents, BNSF, AMTRAK, METROLINK or any of
their respective directors, officers, employees, or agents as a condition
precedent to the NCTD's recovery hereunder. Permittee's obligation to
indemnify hereunder shall not be restricted to insurance proceeds, if any,
received by NCTD or its agents, BNSF, AMTRAK, METROLINK, or their
respective directors, officers, employees, or agents.
b. Permittee hereby indemnifies, defends, and holds NCTD and its agents, BNSF,
AMTRAK, and METROLINK, and their respective directors, officers,
employees, and agents, contractors, or authorized volunteers, harmless from and
against any and all actions, proceedings, damages, costs, attorney's fees,
expenses, penalties or liabilities, in law or equity, of every kind or nature
whatsoever, arising out of, resulting from, or on account of the violation of any
governmental law or regulation, compliance with which is the responsibility of
Permittee.
c. Permittee hereby indemnifies, defends, and holds NCTD and its agents, BNSF,
AMTRAK, and METROLINK, and their respective directors, officers,
employees, and agents, contractors, or authorized volunteers, harmless from and
against any and all losses, expenses, damages (including damages to the work
itself), attorneys' fees, and other costs, including all costs of defense, which any
of them may incur with respect to the failure, neglect, or refusal of Permittee to
faithfully perform all of its obligations under this Permit, including, but not
limited to, the environmental protection provisions in Section 6 of this Permit.
Such costs, expenses, and damages shall include all costs, including attorneys'
fees, incurred by the indemnified parties in any lawsuit to which they are a
party.
d. Permittee shall defend, at Permittee's own cost, expense and risk, any and all
such aforesaid suits, actions or other legal proceedings of every kind that may
be brought or instituted against NCTD or NCTD's directors, officers,
employees, agents, contractors, or authorized volunteers. NCTD or its
authorized representatives shall have full and exclusive authority and discretion
to select and retain legal counsel to jointly or severally represent any or all of
the parties; determine and control the course, strategy, or defense of any
litigation; and compromise, settle or otherwise resolve any or all of the
aforesaid suits, actions or other legal proceedings.
8.3 Delay/Cancellation of Trains. Without limiting the indemnity set forth in section
7.2, Permittee agrees to pay all costs associated with the delay or cancellation of
trains caused by Permittee. Delay charges are estimated to be $2,000 per passenger
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train delayed over 30 minutes and may include the cost of busing passengers around
the work area, if necessary.
8.4 Indemnity Not Limited to Insurance Coverage. The requirements as to the types
and limits of insurance coverage to be maintained by Permittee as required by
section 8, and any approval of such insurance by NCTD, are not intended to and
shall not in any manner limit or qualify the liabilities and obligations otherwise
assumed by Permittee pursuant to this Permit, including but not limited to the
provisions concerning indemnification.
9. Insurance. Permittee, at Permittee's sole cost and expense, shall procure and maintain
the following insurance:
9.1 Railroad Protective Liability Insurance.
a. Railroad Protective Liability Insurance covering the operations performed by
Permittee or any subcontractor of Permittee within fifty (50) feet vertically or
horizontally of railroad tracks.
b. The AAR-AASHTO (ISO/RMA) Occurrence Form (claims-made forms are
unacceptable) shall be issued in the names of the North County Transit District,
San Diego Northern Railroad, Burlington Northern Santa Fe Railway Company,
and National Railroad Passenger Corporation.
c. The Railroad Protective Liability Insurance policy shall have limits of liability
of not less than $5 million per occurrence, combined single limit, for Coverages
A and B, for losses arising out of injury to or death of all persons, and for
physical loss or damage to or destruction of property, including the loss of use
thereof. Additionally, Policy Endorsement CG 28 31 - Pollution Exclusion
Amendment, is required to be endorsed onto the policy. A $5 million annual
aggregate shall apply.
d. At NCTD's request, Permittee shall submit the original Railroad Protective
Liability Insurance Policy to NCTD prior to entry upon the right-of-way
9.2. Commercial General Liability Insurance.
a. Commercial General Liability Insurance covering liability of the Permittee with
respect to all operations to be performed and all obligations assumed by the
Permittee under the terms of this Permit. Products-completed operations,
independent contractors, and contractual liability coverages are to be included,
with the contractual exclusion related to construction/demolition activity within
fifty (50) feet of the railroad and any X-C-U exclusions deleted.
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b. Coverage for commercial general liability shall be at least as broad as Insurance
Services Office Commercial General Liability Coverage (Occurrence Form CG
0001).
c. Coverage for completed operations.on Form CG 2037 10, for a period not less
than two (2) years after construction of permanent facilities installed over,
under, upon or across NCTD property.
d. The commercial general liability policy must name North County Transit
District, San Diego Northern Railroad, Burlington Northern Santa Fe Railway
Company, National Railroad Passenger Corporation, Southern California
Regional Rail Authority, and their respective directors, officers, employees,
contractors and agents as additional insureds.
e. Limits shall be no less than two million dollars ($2,000,000) per occurrence for
bodily injury, personal injury and property damage. If Commercial General
Liability Insurance or other form with a general aggregate limit is used, either
the general aggregate limit shall apply to the Right-of-Way (with the ISO CG
2503, or ISO CG 2504, or insurer's equivalent endorsement provided to NCTD)
or the general aggregate limit shall be twice the required occurrence limit.
9.3 Automobile Liability.
a. Automobile liability insurance covering the liability of Permittee arising out of
the use of all owned, non-owned, and hired vehicles which bear, or are required
to bear, license plates according to the laws of California and which are not
covered under the Permittee's Commercial General Liability insurance.
Coverage under this policy shall have limits of liability of not less than $2
million per occurrence, combined single limit, for bodily injury and property
damage (including loss of use) liability.
b. Coverage shall be at least as broad as Insurance Services Office Automobile
Liability Coverage (Form CA 0001), covering Symbol 1 (any auto).
c. The automobile liability policy must name North County Transit District, San
Diego Northern Railroad, Burlington Northern Santa Fe Railway Company,
National Railroad Passenger Corporation, Southern California Regional Rail
Authority, and their respective directors, officers, employees, contractors and
agents as additional insureds.
d. Limits shall be not less than two million dollars ($2,000,000) for bodily injury
and property damage each accident limit.
9.4 Workers' Compensation and Employer's Liability Insurance.
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a. Workers' compensation and employer's liability insurance complying will the
requirements of all applicable laws relating to workers' compensation insurance,
covering or insure all of the Permittee's employees working on or about the
Right-of-Way.
b. Limits shall be no less than two million dollars ($2,000,000) per accident for
bodily injury and disease.
c. By his/her signature hereunder, Permittee certifies that it is aware of the
provisions of Section 3700 of the California Labor Code which require every
employer to be insured against liability for workers' compensation or to
undertake self-insurance in accordance with the provisions of that code, and it
will comply with such provisions in connection with any work performed on the
Site.
d. Any persons providing services with or on behalf of Permittee shall be covered
by workers' compensation (or qualified self-insurance).
9.5 Policy Forms. All of the insurance shall be provided on policy forms and through
companies reasonably satisfactory to NCTD.
9.6 Acceptability of Insurers. Insurance is to be placed with insurers having a current
A.M. Best rating of no less than A-, VII or equivalent or as otherwise approved by
NCTD.
9.7 Evidences and Cancellation of Insurance.
a. Prior to entry on the Right-of-way, Permittee shall file with the Permit
Coordinator a certificate of insurance for the commercial general liability,
automobile liability, and railroad protective liability policies required by section
8, with an original signature of the insurer's representative . An endorsement
shall be attached to the certificate demonstrating that the policy was changed to
reflect the additional insured requirements.
b. Each insurance policy required by this clause shall state or be endorsed to state
that coverage shall not be amended or canceled, except after thirty (30) days
prior written notice by U.S. mail has been given to NCTD.
10. Default; Termination.
10.1 Default. If Permittee uses the Right-of-Way for any other purpose than as stated in
section 1.4 of the Basic Permit Terms, or fails to act strictly in accordance with the
terms and conditions of this Permit, then NCTD may immediately and without
prior notice to Permittee terminate this Permit and prevent Permittee from using or
remaining upon the Right-of-Way, with or without process of law. In the event
that Permittee fails to perform any obligation under this Permit, Permittee shall
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pay all costs and expenses incurred by NCTD in obtaining performance of such
obligations, including costs of suit and reasonable attorney's fees.
10.2 Removal of Work. If Permittee fails to complete any work in accordance with the
terms and conditions of this Permit, NCTD may remove such work and restore the
Right-of-Way at the expense of Permittee, and Permittee shall be liable to NCTD
for all costs and damages occasioned thereby.
10.3 Permittee's Obligations on Termination. Upon termination of this Permit, and at
Permittee's sole expense, Permittee shall remove any and all equipment, tools,
vehicles, materials, and other personal property placed on the Right-of-Way or
used in connection with Permittee's entry onto or use of the Right-of-Way and
Permittee shall restore the Right-of-Way in a manner satisfactory to NCTD.
Should Permittee fail or refuse to comply with the terms of this section, NCTD
may, at its option, perform such work. Permittee shall reimburse NCTD for the
cost so incurred. Failure on the part of NCTD to perform the obligations of
Permittee shall not release Permittee from liability hereunder for loss or damage
occasioned thereby.
10.4 Continuing Obligations of Permittee. No termination or cancellation of this
Permit shall relieve or release Permittee from any liability or obligation (whether
of indemnity, payment of costs, or otherwise) which may have attached or accrued
previous to or which may be accruing at the time of such termination or
cancellation.
1 1 . Notices. Except as otherwise provided in this Permit, any notice required or permitted
to be given hereunder shall be in writing and may be given by personal delivery or by
certified or registered mail, and shall be deemed sufficiently given if delivered or
addressed to Permittee at the address in section 1 .6 of the Basic Permit Terms or to
NCTD at North County Transit District, 810 Mission Avenue, Department R,
Oceanside, CA 92054. Mailed notices shall be deemed given upon actual receipt at the
address required, or forty-eight hours following deposit in the mail, postage prepaid,
whichever first occurs. Either party may by notice to the other specify a different
address for notice purposes.
12. Permittee's Agents. Any contractor or subcontractor performing work on, or in
connection with the Permittee's use of or entry onto the Right-of-Way pursuant to this
Permit, shall be conclusively deemed to be the servant and agent of Permittee, acting
on behalf and within the scope of such contractor's or subcontractor's employment for
Permittee.
13. NCTD Agents. Except as otherwise provided in this Permit, the term "NCTD" shall
include NCTD's staff and employees.
14. NCTD Contacts. The NCTD Permit Coordinator named in section 1.5 serves as a
liaison between NCTD staff and Permittee to assist NCTD staff in the coordination of
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the reviews, approvals, and scheduling of NCTD activities in connection with this
Permit. The NCTD Permit Coordinator does not have the authority make agreements
on behalf of NCTD or bind NCTD to any decision.
15. Covenant of Non-Discrimination. Permittee covenants for itself, and its successors and
assigns, and all persons claiming under and through Permittee, that there shall be no
discrimination or segregation of any person or group of persons on account of sex,
marital status, race, color, creed, religion, national origin, or ancestry in the sale, lease,
sublease, transfer, use, occupancy, tenure or enjoyment of any portion of the Right-of-
Way.
16. No Partnership, Joint Venture or Principal-Agent Relationship. Nothing contained in
this Permit shall be deemed or construed to create the relationship of principal and
agent, or of joint venture, or of partnership between Permittee and NCTD.
17. General Provisions.
17.1 No Further Rights.
a. This Permit constitutes a permit only to enter upon and use the Right-of-Way
for the purpose set forth in section 1.4 of the Basic Permit Terms and shall not
be construed as granting to Permittee any right-of-possession, estate, title or
interest whatsoever in or to the Right-of-Way, or any part thereof.
b. Permittee hereby acknowledges that it has been informed that NCTD is a
public entity and that the subject property has previously been acquired by
NCTD for a public purpose. Permittee further acknowledges that any rights
acquired under this Permit arose after the date of acquisition of the subject
property and that such rights are subject to termination when the property is
needed by NCTD for the public purpose. Permittee hereby acknowledges
and agrees that at the time of termination of this Permit by NCTD, Permittee
will not be a "displaced person" entitled to any of the relocation assistance
or benefits offered to displaced persons under State or Federal law.
17.2 Modification of Permit. This Permit and any provision, covenant, condition, or
restriction contained herein may be extended, modified, or amended with the
unanimous consent of the Parties. No such extension, modification or
amendment will be effective until a written instrument setting forth its terms has
been executed by NCTD and Permittee.
17.3 Captions The captions of this Permit are inserted only as a matter of convenience
and for reference. It does not define, limit or describe the scope of intent of this
Permit, and they shall not affect the interpretation thereof.
17.4 Agreement for Exclusive Benefit of Parties Except where expressly provided
otherwise in this Permit, the provisions of this Permit are for the exclusive benefit
SDPUB\LPUCKETTY380928.3 page \2
228.9-0110-ROE-PERMITEE
of the Parties hereto and not for the benefit of any other person nor shall this
Permit be deemed to have conferred any rights, express or implied, upon any
other person. Neither Permittee, its heirs, legal representatives, successors or
assigns, nor any subsequent assignee, shall assign this Permit or any interest
herein, without first securing the written consent of NCTD in each instance, and
that at the option of NCTD, this Permit shall be forfeited by any such
unauthorized assignment, transfer or lease or by any assignment or transfer
thereof by operation of law.
17.5 Waiver of Default. A waiver by any Party of any default by another Party must be
in writing, and no such waiver shall be implied from any omission by a Party to
take any action in respect of such default. No express written waiver of any
default shall affect any default or cover any period of time other than the default
and period of time specified in such express waiver. One or more written waivers
of any default in the performance of any provision of this Permit shall not be
deemed to be a waiver of any subsequent default in the performance of the same
provision or any other term or provisions contained herein. The consent or
approval by a Party to or of any act or request by another Party requiring consent
or approval shall not be deemed to waive or render unnecessary the consent or
approval to or of any subsequent similar acts or requests.
17.6 Successors. This Permit shall be binding upon and inure to the benefit of the
parties hereto and their respective successors and assigns of the parties.
17.7 Governing Laws. This Permit shall be construed, interpreted, governed and
enforced in accordance with the laws of the State of California.
17.8 Time of Essence. Time is of the essence with respect to the performance of each
of the covenants and agreements contained in this Permit.
17.9 Severability. If any clause, sentence, or other portion of the terms, conditions,
covenants, and restrictions of this Permit becomes or is declared to be illegal,
null, or void for any reason, or be held by any court of competent jurisdiction to
be so, the remaining portions of this Permit will remain in full force and effect.
SDPUB\LPUCKETTO80928.3 Page 13
228.9-0110-ROE-PERMITEE
Emergency Number. Permittee shall immediately notify the Dispatcher at the
Emergency Number set forth in section 1.7 if the tracks become fouled in any way.
NORTH COUNTY TRANSIT PERMITEE
DISTRICT
By: By:_
Thomas Lichterman
Director of Operations Title:_
SDPUBVLPUCKETT\380928.3 page 14
228.9-0110-ROE-PERMITEE
EXHIBIT "A"
Permit Area
\
i
SDPUB\LPUCKETTA380928.3 Page 15
228.9-0110-ROE-PERMITEE
Exhibit B
Job Name: Control Number:
Billable Party: Hours Authorized:
FLAG PROTECTION
RIGHT-OF-WAY WORK REQUEST
1. Work performed on the NCTD RIGHT-OF-WAY which involves personnel or equipment
must have an NCTD-supplied flagperson for duration of the work, unless specifically
waived by NCTD. Cost of the flag person shall be borne by the party requesting the
the work. Depending on the extent of the work. NCTD may require the requesting party
to provide a deposit to cover the estimated cost of the flag protection.
Work Request form MUST BE FILLED OUT COMPLETELY AND RETURNED
TO NCTD A MINIMUM OF 72 HOURS PRIOR TO THE BEGINNING OF THE WORK.
PLEASE RETURN FORM TO:
North County Transit District
810 Mission Avenue
Oceanside, CA 92054
Attention: ED SINGER PHONE: (760)966-6556 FAX: (760)754-0644
3. Depending on the nature of the work. NCTD may request a meeting at the job site
prior to approving the work request.
4. Contractor shall sign time cards of personnel providing flag protection.
5. Contractor requesting a flag person will be charged a minimum of four hours show-up time
if no Contractor personnel is on the jobsite at the time and date specified in this request.
NAME OF CONTRACTOR: PHONE:
BILLABLE PARTY:
Address:
City: State: CA Zip:
PURPOSE OF WORK: LOCATION OF WORK:
EQUIPMENT TO BE USED:
WORK START DATE: TIME.
COMPLETION DATE: TIME:'
PERSON IN CHARGE AT WORK SITE:
CONTRACTOR'S SIGNATURE: DATE:
APPROVED BY: DATE:
PRINT NAME: MP#:
SDPUB\LPUCKETT\380928.3 Page 16
228.80-995-PL-CSBD
AMENDMENT TO PIPELINE LICENSE
This AMENDMENT TO PIPELINE LICENSE is made effective
and between NORTH COUNTY TRANSIT DISTRICT ("NCTD") and CITY OF
CARLSBAD ("CITY").
.2009 by
WHEREAS
NCTD is a successor in interest to the Atchison, Topeka and Santa Fe Railway
Company, and CITY is a successor in interest to the Carlsbad Sanitary District, and
NCTD and CITY are parties to Secretary's Contract No. 33144, dated February 26,
1931 and amended December 1,1948, and
CITY desires to install, use, maintain and repair a new 16" PVC sewer line within a
portion of NCTD's property at approximate Milepost 228.9.
NOW THEREFORE
The parties agree as of the date written above, that approximately 214' of 16" sewer
pipeline encased in 30" steel casing as indicated on Exhibit "A" attached hereto shall
supersede the prior exhibit for that portion of 15" pipeline identified as "ABANDONED
15"VCPSEWER". and
Remaining portions of pipeline depicted on Exhibit "A" to Secretary's Contract No.
33144 reasonably reflect the current use. approximate location and dimensions of
facilities within the railroad right of way.
Executed by Lessor and Lessee as of the date first written above.
NORTH COUNTY TRANSIT DISTRICT
Matthew O. Tucker
Executive Director
CITY
Approved as to Form Approved as to Form
V.
By: Ronald Kemp, Beputy City Attorney
ATTACHE) TO CONTRACT BETWEEN NORTH COUNTY TRANSIT DISTRICT
AND
CITY OF CARLSBAD
EXST 10' CARLSBAD MUTUAL
WATER COMPANY ESMTREC 07-28-5+BOOK 9282, PAGE
155-EOO-Oa
CARLSBAD
EXST 8' CARLSBAD
SANITARY DISTRICT ESMT
07-18-52
BOOK 4531
PACES 220 & 223
HOME PLANT
UFTSTATON
, 155-200-O3CARLSBAD
v__ s
74' OF 1«T PVC
SEWER
11,3V OF 16T
PVC SEWER
155-300-11
NCTD 155-200-13
NCTD
19442' OF 16T PVC
SEWER IN 0425" THICK
3tf STEEL CASING
OFTRACKS
2t4J!7 IMAR FEET OF 16-INCH CLASS 150 PVC
GRAVITY SOWER M*IN LOCATED ON NCTD PROPERTY
NORTH OF THE TRACKS. PIPE SEGMENT UNDER
CARLSBAD BOULEVARD IS ENCASED IN JO-INCH STEEL
CASING PIPE WFTH A WLL THICKNESS OF 0,25"
SCALE IN FEET
SUPPLEMENTAL JSGKSEMEOT
between
TBS AICHISON, TOPEKA AND SANTA. FE HAIIFAX COMPANY
and
•CARLSBAD SANITARY DISTRICT
Amending Secretary's Ho.
3311di» substitution of
print.
•Dated: December 1,
SCTPIEMENTAL AGREEMENT, Ifade this 1st day of December,
191*8, between THE ATCHISCai, TQPEKA AND SANTA FE HAIL-
IAT COMPANI, a Kansas corporation, hereinafter called
"Railway Conqpany11, first party, and CARLSBAD SANITARY
DISTRICT, a California corporation, hereinafter called
"District", second farty
RECITALS:
By an instrument in -writing, dated February 26, 1931* between
the parties hereto, designated in the records of the Railway Company as
Contract Secretary's Ho. 331 Mi (hereinafter for convenience referred to «s
"Original license"), the Railway Company accorded to the District license
and permission to.construct, maintain and use a sewer line carrying
sewage along and across the right of way and tracks of the Railway Conpany
at Carlabad, San Diego County, California, at the locations shown by solid
red lines and particularly described upon print of Division Engineer * a
Drawing Wo. L-H-11266, revised February 2>, 1931, thereto attached, marked
"Exhibit A", and by reference made a part thereof.
Recently an additional connection to a branch line has been
jnade to said sewer line by the District, and it is the purpose of the parties
hereto to supplement the Original license in the manner hereinafter eet forth.
±££ 5 ®U •§!! 1* - -:-' ..-/.-.; -.-.••••.'" .•„-.-•.-•'••••'• -v:' •• •
NOlf, THEREFORE, it is agreed by and between th« parties hereto
as follows:
1« That print of Division Engineer's Dtrawing Mo. ]>11-11266, last
revised October 26, 19U8, hereto attached, Barked "Exhibit A", and by
reference made a part hereof, correctly shows by solid red lines the location
of said sewer line across the Railway Conpany's right of way and tracks
as it now exists at the aforesaid location, and that said print shall be
and it hereby ia • substituted in the place and stead of print attached to
and made a part of the Original License, nith lite force and effect as
though in the first instance attached thereto and made a part thereof.
2. That, as herein supplemented and amended, the Original
License shall be and remain in full force and effect.
IH WITNESS WHEREOF, the parties hereto have duly executed this
Supplemental Agreement, in duplicate, the day and year first above written.
THE ATCHISOS, TOPEKA '1380 SANTA FE
RAIIKAI COMPANY.
APPslOi£t> AS TO^FOR.M
Its Assistant tc Gentrai Manager
TKX.CH
Its
>Xyr ^^ (^_Jj^) rs
-^- ' - ' "v /y-vx-^r
_,It
..-'. Form 1658Standard
.... lAppwrwl by OfcMral Solicitor} _
PIPE LINE LICENSE
THIS INSTRUMENT, Mades,,thJ3...,...2.&tit...J._.l.day of. '....„ tfehrwary. :..._:...! 19...i31,
between-. TEH Af^X8^!WPftKA A^P SA^A'^Rl ' '"•:. '.;.:.. RAILWAY COMPANY,t . •,
Ci v.a....;.,JS^U>aaa'....;:........corporatioa (hereinafter called the "Licensor")';" party of the firet part, aad.,..l".*.
(hereinafter,'whether one or more persons or corporations, called the "Licensee"), party "of the second part.
-'-": IN CONSIDBBATION.of, Jhersuni1pf....ii:Ttev.^4..3a.Q/lp.ft=.r:~.Trr.^
DOLLARS,"tSJS^QQ^r'r.nin hand paid by the Licensee to the Licensor, the receipt of which' la hereby ac-
knowledged, and .the "faithful, performance by-.the Licensee of-the. covenants herein contained/the Licensor
licenses the-Licensee to construct'and Daaintain...:i.oae.v..~..::f.:'.:/l.-^,) pipe libci.'J; ;par.t->..8.-..!in.Chfifl»...i.':.r.;i
..partfHeirll^te
roore'pipe iiaes,' called thV"Ci&0^iNGJ')", to be used for carrying 1™SSH^« ..11.L.C1"."..'.!'...'.!.!.'...'.;.!.!!.' .'....
:.r'..:...:?,s...,..&<xos$ or along the right of way of the Licensor at or near the station of...5?^f:A?^?.S.?
•,Ss«llJi)ai6axP.S.ySiX*:...<^l.if.O.^B.ia. „ the exact location of said pipe line or lines being«Jt *.; r r
described as follows:
As per descriptions shown on Exhibit "A"
attached.!
1ST
i*' C| *~ T *f" ?f A * 1 .- » *
Ci.":.c.-V.fX'
said pipeline <?J!lines jbemg'more particularly shown "upon the p*rid6' hereto" attached'marked" "Exhibit'A**andmade a.part.hereof;Xoi';:<:-f- w-fB*.'-;'. ;••'/"<.v.Appr- i;c. (^v^-.iv f.t ..:> •.;."!....•...; •.; 4..; |'.;,rj-;',f <.:a;; x-1.-.•:;... i
;:;u'iN.'cbksJS^
pervisipn.and controlfljf theLicjenspr's Chief engineer,.to locate,: construct.and maiatain tiie.CKOSSINGiin.6UCb A
manner and of sucfi tnitehal "that it will not at any time be a source'of danger to of interference with the trades,
roadbed and:prop«rty of ihe Licecaor, or^the safe operation of its railroad, aad tocnteaacait that said CROSSING
^X^iXX^X^iS^aSSJS&aA shajl be constructed, installed;and thereafter-maintained in 'conformity' with the"
plans Jind specifications shown 6n the print hereto attached-marked "Exhibit's* abd made a part hereof.''If at
my time the Licensee ahalt, in the1 judgment of the Licensor,' fail to properly :"perform its* obligations imder"this
sectiop," the Licensor may, atitsToption, itself perform such 'work' aa it deems necessary for the safe" operation of
its railroad, and in siuch event.Jhe.Uwiisee afflees-topay, within fifteen (15) days after bill shall have been
rendered therefor, the cost &> iocuwed by'the licensor, plu$*a sura eq[ual to ten per cent (IQ%) thereof, but fail-
ure "on the part of the Licei^sor to jSerfdrm the obligations o;f the Licensee, shaft not release the -Licensee fromliability hereunder for loss or damage occasioned thereby." ••••-. • •• • • -
The Licensee further agrees to reimburse the Licensor for any expense incurred by the Licensor for false work
to support Licensor's tracks and for flagman to protect its traffic during installation of said CROSSING and
for any and all other expense incurred: by the Licensor on account of said GROSSING.
The Licensee further agrees at ail times to indemnify and save harmless the Licensor against all claims, de-
mands, actions or causes of action arising or growing out of any losa of or damage to property or injury to or death
of persons which may be due in any manner to the construction, use, maintenance, state of repair or presence of
:the .CROSSING, "and'to pay to the Licensor the full amount of any loss or damage which the Licensor may sus-
tain, incur or become liable for on account thereof. ',-'.:.,:.'"".."-. •• ,
THIS LICENSE 13 given by the Licensor and accepted by the Licensee upon the express condition that the
same may be terminated at any time by either party upou ten (10) days' notice in writing to be served upon the
other party, stating therein the date that such termination shall take place, and that upon the termination of this
license in this or any other manner herein provided, the Licensee, upon demand of the Licensor, shall abandon
the use of the CROSSING and remove the same and restore the right of way and tracks of the Licensor to the
same condition In which they were prior to the placing of the said CROSSING thereunder. In case the Licensee
shall fail to restore the Licensor's premises as aforesaid within ten (10) days after the effective date of termina-
tion, th» Licensor may proceed with such work at the expense of the Licensee. No termination hereof shall re-
lease tne Licensee from any liability or obligation (whether of indemnity or otherwise) which may have attached
ed previous to or which may be accruing at the time of euch termination.
• notice, request, instructions or revocation of this license to be given by the Licensor to the Licensee here-
• shall be deemed to be properly served if the game be delivered to the Licensee, or if deposited in the post-
office, postpaid, addressed to the Licensee at...™JU'aKl§jba)Jj>....C.ali£QEaia,j, _„
In the event that the Licensee herein embraces two or more persons or corporations, all the covenants and
agreements of the Licensee in this license shall be the joint and several covenants and agreements of such personsor corporations.
All the covenants and provision's of this instrument shall be binding upon and inure to the benefit of the.
successor^ legal representatives and assigns of the parties to the same extent and effect as the same are binding
upon and inure to the benefit of the parties hereto, but no assignment hereof by the Licensee, jta successors, legal
representatives or assigns, or any subsequent assignee, shall be binding upon the Licensor without .the writtenconsent of the Licensor in each instance. .....'„,' '.. '..."-. ».. ......! .. .-.....-. -,..
• "IN WnWESS ^WHEREOF, The parties have executed this agreement in duplicate the day and year_first aboye,written. •• •'.--*..• 'J^^ ' ' " : ~ " ....--••
1 RAILWAY'COMPANY,
Approved as to Description: ... ..By..-
... „. j., f. »„, ..
Chief Engineer. "
COPY
1
THE ATCHISQN,TOPEKA AND SANTA .FF RAILWAY COMPANY
'""AND.;.- •;':.•••'.-;"- .; • /-.- •.
CARLSBAD SANITARY ibJSTRlCT. v-,,
$- .DECEMBER i. II I93O.As to IVISIQN
10OFT.
•?&'
.
A §ewer Une^consiaiincj partly of 15 inch and 10 iri
Pipe, pressure qravii/ flow, ioqether with Manholes, l<
Railway Company^ Carlsbad Staiion Grounds or Riqhi
colored hereon in Red. > ,
- Portion of each siz.e of Pipe is as shown above b
ihb drdwinq.01
-ji
•HIGHWAY
Om M-P- tts+O029.S
!0SE W E R-L.IN-; (viTRtriEo PIPE) .••""•• •--- • ;"'
..((VITRIFIED
10 M! SEWER
•ZB3.82.'
,/
'./:.
/
jfOpp.M.P. I
^. Manhole <
*•
Z.9f-O44!.3'E/W.UK£.so Rt/v</, Line
*\' *
o_C
^g<2QiUu
CJl*?o«d
>f I5*inch and to inch Vi'fcrif ied
rwlfefo5Manholes, located onlbe *'
i Qrpunds or Riqhfc of Way as shown
i« shown,above on ihe face of .',
' on
as
" ,1,
ASewj:n,tine^consiattnq parll/of 8 inch and IOwVttrif»eci
e/prepare gravity fiow/tocjether wJih Manholes, located
ihe'KefwayCcrnpanyls Carlsbad Station Grounds or Eicjht of
r] colored hereon in Red. "
^,
\ &
.-'PortioS.of eacfi si^ce of Pipe is.os shown above onthefbicev
this^fbwlnq; "/»'*- , '""'•• J -*\t.^.^f,""li< t a *^ •* — * * s^
.,-«' T. **"-"* ~ *-» V ,*."*- V >» *5?
(VlRl Fl ED
-8 SEWE R-LINE
«L MAIN TRACK
( VITRIFIEDi
SEWER N3r-LrINE-B -•• • "_-_=^-""" --ass.oi
»'d lQ''J/ii;rjf ied , \ ' ;AnOol;faf{Sewer Une, consisBnq psrtSy of 8 inch Concrete
arihoiefa/located'* .'• and-8«hcb Cesfc'Iron Pipe,, pressure qrasviiyflow, located on
T vr/st,'^ '" '; •; • Way and cross! ncj under ibe Kail way Company'^ Main Treacle
iboye"on the-pace ". • % as shown colored hereof-? In Red, " *'-,!,
l^^'i .; . ''_'-»• - l/*,.V;;.t5aid Sewer Line Is J?.tfeels below. "?<_ Us. -,' t ". '. j' ,
i***1^ ,'*<', '"r * v >j ' ' ' •*'• "f^ftion oj|eacfj,siz<a.bf ^Jp<a \sa.sI«.ho'v^n above'an ihe'f^ce
>"}*»"'*•.-... > ,< i* i , of ih(s,drawif|c|. rC ,* ?, ^ ", ."•,""*»• ' ' %* "• *~v "«.'* "'*>' i
"O
. T'»/•
« 3•
y
To NATSONAL.CITY •
(VJTRIFIED RIPE.)
480.0
^t
1 >
•
U*z
,
«
OO
w
o
K
D
6
O
« ;•'„ -' ** ^,Track%r^d Trac^ MG«S as'shown coiored^hereon In Red.
L:',v v'lv.j' '''l ''Sajd'Pipe isJ^QJeet'below^RQijsV^^x „ . .% . ,>
Q
2<
CJ<«
-3
* '"-^ ^