EXHAUST FAN - MODEL CUE- 080- VG
NOT USED
Version 3. 7. 0, January 2024
GREENHECK
Job Name: CUE- 080- VG Cut Sheet
Tag: MK 1
Quantity: 1
Building Value in Air.
Printed Date: March 1, 2024
D
C
A
All dimensions are in inches.
Dimensions and Weights
Label Value Description
10. 876 Wheel Diameter ( in)
34 Weight w/ o accessories ( Ibs)
A 22 Overall Height ( in)
B 15 Overall Width ( in)
C 19 Mounting Cap Height ( in)
D 19 Mounting Cap Width ( in)
15 1 Wall Opening Width ( in)
15 Wall Opening Height ( in)
Job Name: AER- 20- 03- 0605- VG Cut Sheet
Tag: MK- 1
Quantity: 1
Printed Date: March 1, 2024
Model: AER- 20- 03- 0605- VG
Sidewall Direct Drive Exhaust Fan
Standard Construction Features: Galvanized steel panel with fabricated galvanized steel drive frame optional wall housing or wall collar). Propeller, fabricated steel (02) or cast aluminum ( 03). Direct driven motor in the airstream.
Fan Configuration
Drive type Direct
Performance
Requested Volume ( CFM) 300
Actual Volume ( CFM) 300
Total External SP (in. wg) 0. 2
Fan RPM 745
Operating Power ( bhp) 0. 03
Startup Power ( bhp) 0. 03
Air Stream Temp ( F) 70
Start- up Temp ( F) 70
Air Density ( Ibs/ftA3) 0. 075
Elevation ( fit) 156
Static Efficiency (%) 34
Outlet Velocity ( ft/ min) 132
Motor
Size ( hp) 1/ 4
V/ C/ P 115/ 60/ 1
NEC FLA ( Amps) 3. 8
Min Circuit Ampacity ( MCA) 4. 8
Max Overload Production ( MOP) 15
Short Circuit Current Rating ( SCCR) 5 kA
FLA - based on tables 150 or 148 of National Electric Code 2002. Actual motor FLA may vary, for sizing thermal overload, consult factory.
MCA and MOP values shown only account for the motor, not accessories damper actuator, field supplied VFD, etc.).
SCCR is a rating on components and assemblies representing the maximum level of short- circuit current that a component or assembly can withstand without causing a fire or shock hazard. A short circuit exceeding this rating can cause catastrophic and violent equipment, component and enclosure failure.
0. 28
0. 24
3 0. 2
ci
d 0. 16
0. 12
d
0. 08
2 0. 04
0 Volume ( CFM) x 100
Fan curve
Brake horsepower curve
O Operating Point SP
0 OperatingBhppoint
Max system curve
System curve
Sound
TTT1 1 1 1- 1 1 10
12 14 0.
0350.
03a
0. 025m 0.
023 a
0. 01512
O0.
011: Y
0. 005m
m0
Octave
Bands ( hi LwA d A Sones 62.
5 12250dOO1002000000 8010Inlet
67 63 60 60 55 51 45 39 61 49 5. 1 Greenheck
Fan Corporationcertifies that the modelshown herein is
licensedto bearthe AMCASeal. The ratings shown are basedon tests and proceduresperformed in accordancewith AMCAPublication 211 and AMCAPublication311 and complywith the requirements of the AMCACertified Ratings Program. The AMCA certified ratings seal appliesto soundand air performanceratings only.
Performancecertified is forinstallationtype A: Freeinlet, free outlet.
Power rating does not includetransmissionlosses.
Performanceratings do not includethe effectsof appurtenances.
The sound ratings shown are loudnessvalues in hemispherical sons at 1. 5 m (5 ft) in a hemisphericalfree field calculated per ANSI/AMCA Standard301. The A - weightedsound ratings shown have been calculatedper AMCAInternationalStandard 301. Valuesshown are for InstallationType A: freeinlet hemispherical sone IevelsABAlevels are not licensedby AMCAInternational.
The AMCA Certified Ratings Seal applies to LwiAand inlet sone ratingsonly. Page
1 of 2 Version 3. 7.0, January2024 GREENHECK
Building
Value in Air. All
dimensionsare in inches. N.
T. S. A INTAKEFAN - MODEL AER- 20- 03- 0605-VG NOT
USED N. T. S. D Q
OFESSIN9 DMq` < C
No.
55075yt
Exp. 06- 30-2 Q
NO.
DESCRIPTION CITY DATE VID DATE 55075 06/ 30/ 20243/
20/24 / V/,
C I VI O
N.T. S. C AP
ROVEDCHANGES ENGINEER OF WORKRICE EXP. LIC. DATEDATE CAS Page 2 of 2 Job
Name: AER- 20- 03- 0605-VG Cut SheetTag:
MK 1 Quantity:
1 Printed
Date: March 1, 2024Dimensions
and WeightsLabel
Value Description 20.
125 Wheel Diameter (in) 60
Weight w/ o accessories (Ibs) A
26 Overall Height ( in) B
26 Overall Width ( in) C
17 Overall Length ( in) 20.
5 Wall OpeningWidth ( in) 20.
5 Wall OpeningHeight ( in) Version
3. 7. 0, January2024 N.
T. S. I B W
ry
0 L
z
Q
n
M4.
4 BUENA
SANITATIONDISTRICT IMPROVEMENT
PLANS FOR: EMERGENCYMODIFICATIONS BUENA
OUTFALL FORCE MAIN, PHASE III STANDARD
DETAILS V APPROVED
SEE
TITLE SHEET 55075 06/ 30/ 24 GREG
MAYER RCE EXPIRES DATE BENCH
MARK: DATUM: SEE
SHEET 1 OF 52 - TITLE SHEET SHEET
36 OF52DRAWING
NO. 4505
06/24/2025
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ELECTRICAL GENERAL NOTES:
ELECTRICAL WORK SHALL COMPLY WITH THE NATIONAL ELECTRICAL CODE ( 2020), FEDERAL, STATE AND LOCAL JURISDICTION CODES.
2. ALL WORK SHALL BE DONE IN A NEAT, WORKMANLIKE, FINISHED AND SAFE MANNER, ACCORDING TO THE LATEST PUBLISHED NATIONAL ELECTRICAL CONTRACTORS ASSOCIATION STANDARDS OF INSTALLATION, UNDER COMPETENT SUPERVISION.
3. CONTRACTOR SHALL VISIT THE SITE PRIOR TO CONSTRUCTION TO BECOME FAMILIAR WITH EXISTING CONDITIONS AND ALL OTHER FACTORS WHICH MAY AFFECT THE EXECUTION OF THIS WORK.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO EXISTING WALKS, WALLS, DRIVEWAYS, CURBS, ETC. DAMAGES SHALL BE REPAIRED BY THE CONTRACTOR TO THE SATISFACTION OF THE OWNER AT NO ADDITIONAL COST TO THE OWNER.
22. CONTRACTOR SHALL COORDINATE ALL EQUIPMENT CONNECTIONS WITH EQUIPMENT SUPPLIER PRIOR TO ROUGH - IN. PROVIDE ADDITIONAL FUSED DISCONNECT SWITCHES AND CONTROLS IF OVERCURRENT PROTECTION OR CONTROLS ARE NOT INTEGRAL WITH UNITS.
23. FULL LOAD AMPS ( FLA) SIZES, AS NOTED IN THESE DRAWINGS, ARE BASED ON SPECIFIED EQUIPMENT DATA. CONTRACTOR SHALL VERIFY
NAMEPLATE FLA OF EQUIPMENT SUPPLIED AND COORDINATE ACCORDINGLY PER EQUIPMENT SUPPLIERS RECOMMENDATIONS AND CODE REQUIREMENTS.
24. CONDUITS OR RACEWAYS INSTALLED IN AREAS WHERE ELEVATION CHANGES MAY CAUSE WATER OR MOISTURE TO ENTER THE ELECTRICAL EQUIPMENT THROUGH THE CONDUIT SHALL BE SEALED IN ACCORDANCE WITH NEC 300. 5 (G).
25. MATERIALS SHALL BE NEW AND OF THE BEST QUALITY WITH MANUFACTURER' S NAME PRINTED THEREON. MATERIALS SHALL BE
5. CONTRACTOR SHALL PAY FOR LOCAL FEES, PERMITS AND INSPECTIONS AS MAY BE REQUIRED AND PROVIDE A CERTIFICATE OF INSPECTION MANUFACTURED IN ACCORDANCE WITH NEMA, ANSI, UNDERWRITER' S LABORATORY OR OTHER APPLICABLE STANDARDS AND RATED FOR TO THE OWNER. HEAVY DUTY SERVICE.
6. CONTRACTOR SHALL LEAVE THE SITE CLEAN, REMOVE ALL DEBRIS, EMPTY CARTONS, TOOLS, CONDUIT, WIRE SCRAPS AND ALL 26. SELECTION OF MATERIALS SHALL BE IN STRICT ACCORDANCE WITH THE DRAWINGS AND/ OR SPECIFICATIONS.
MISCELLANEOUS SPARE EQUIPMENT AND MATERIALS USED IN THE WORK DURING CONSTRUCTION.
7. IT IS THE OBLIGATION OF THE CONTRACTOR TO ORGANIZE HIS WORK SO THAT A COMPLETE ELECTRICAL, INSTRUMENTATION, AND/ OR CONTROL SYSTEM FOR THE FACILITY WILL BE PROVIDED AND SUPPORTED BY ACCURATE SHOP AND RECORD DRAWINGS, AND ALL 0 & M MANUALS.
8. ALL CABLES SHALL BE NEW, COPPER, RATED FOR 600V AND LISTED FOR ITS LOCATION WITH A MINIMUM TEMPERATURE RATING OF 75 DEG. C;
27. THE SUBMITTALS SHALL BE NEATLY GROUPED AND ORGANIZED. PERTINENT INFORMATION SHALL BE HIGHLIGHTED, AND THE SPECIFIC PRODUCT SHALL BE IDENTIFIED. ALL SUBMITTALS SHALL BE COMPLETE, AND PRESENTED IN ONE PACKAGE. THE SUBMITTAL SHALL
INCLUDE A COMPLETE LIST OF THE EQUIPMENT AND MATERIALS, INCLUDING THE MANUFACTURER' S NAME, PRODUCT SPECIFICATION,
DESCRIPTIVE DATA, TECHNICAL LITERATURE, PERFORMANCE CHARTS, CATALOG CUTS, INSTALLATION INSTRUCTION, AND SPARE PART RECOMMENDATIONS FOR EACH DIFFERENT ITEM OF THE EQUIPMENT SPECIFIED.
POWER CABLES SHALL BE TYPE XHHW- 2, UNLESS NOTED OTHERWISE. 28. VERIFY ALL CONDUIT FILL RATIOS, BOX FILLS, AND CONDUIT BENDS ( MAX 270 DEGREES) ARE MET PER NEC REQUIREMENTS AND/ OR AHJ.
INSTALL PULL BOXES AND DE - RATE CABLE AMPACITY AS NECESSARY.
9. MINIMUM SIZE CONDUIT ABOVE GROUND SHALL BE 3/4". MINIMUM SIZE CONDUIT BELOW GROUND SHALL BE 1" UNLESS NOTED OTHERWISE.
29. CONTRACTOR TO READ ALL THE DRAWINGS IN THIS SET TO BECOME FAMILIARIZED WITH THE FULL ELECTRICAL SCOPE, INCLUDING BUT NOT
10. MINIMUM SIZE POWER CONDUCTORS SHALL BE # 12 AWG UNLESS NOTED OTHERWISE. LIMITED TO THE MECHANICAL, INSTRUMENTATION AND CIVIL DRAWINGS.
11. ALL WIRE TERMINATIONS SHALL HAVE A MINIMUM TEMPERATURE RATING OF 75 DEG C, AS SUCH, WIRE AMPACITIES ARE CALCULATED ON 75 30. THESE DRAWINGS AND THE PROJECT SPECIFICATIONS ARE COMPLEMENTARY. WHERE THERE IS OVERLAP, THE MORE STRINGENT DEG C RATINGS. REQUIREMENT WILL TAKE PRECEDENCE.
12. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE 31. CONTRACTOR SHALL VERIFY ALL CIRCUITS CONTAIN LESS THAN 5% VOLTAGE DROP. CONTRACTOR SHALL PROVIDE SHORT CIRCUIT WITH PVC COATED GRS BENDS, ELBOWS AND STUB -UPS. ABOVE - GROUND CONDUIT SHALL BE PVC COATED GALVANIZED RIGID STEEL ( RMC). ANALYSIS AND ARC FLASH STUDY, AS REQUIRED.
OUTDOOR EQUIPMENT SHALL BE NEMA 3R, UNLESS NOTED OTHERWISE.
13. GROUND AND BOND ALL EQUIPMENT AND ENCLOSURES PER NEC ARTICLE 250 AND MANUFACTURER REQUIREMENTS.
14. CONTRACTOR SHALL PLAN AND INSTALL WORK IN SUCH A MANNER AS TO CONFORM TO THE STRUCTURE, AVOID OBSTRUCTIONS, PRESERVE HEADROOM AND KEEP OPENINGS AND PASSAGEWAYS CLEAR.
15. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIAL, ETC. NECESSARY FOR A COMPLETE AND WORKABLE ELECTRICAL SYSTEM WHETHER OR NOT THESE ITEMS ARE SPECIFICALLY NOTED ON THESE DRAWINGS. INCIDENTAL ITEMS NOT INDICATED ON THE DRAWINGS, NOR
MENTIONED IN SPECIFICATIONS THAT CAN BE LEGITIMATELY AND REASONABLY INFERRED TO BELONG TO THE WORK DESCRIBED OR BE
NECESSARY IN GOOD PRACTICE TO PROVIDE A COMPLETE SYSTEM, SHALL BE FURNISHED AND INSTALLED AS THOUGH ITEMIZED HERE IN EVERY DETAIL.
16. ALL TRENCHING, CONDUITS, ETC. SHALL BE ROUTED AND INSTALLED IN SUCH A MANNER THAT WILL NOT DAMAGE EXISTING FACILITIES OR UNDERGROUND UTILITIES. SHOULD DAMAGE OCCUR, IT WILL BE THE CONTRACTOR' S RESPONSIBILITY TO REPAIR DAMAGE TO THE SATISFACTION OF THE OWNER OR INSPECTOR.
32. CONTRACTOR SHALL COORDINATE AND PERFORM WORK TO THE STANDARDS OF ALL APPLICABLE UTILITY COMPANIES, INCLUDING BUT NOT LIMITED TO UNDERGROUND ELECTRICAL LINES, GAS LINES AND WATER LINES. WHEN AN ISSUE OR DISCREPANCY ARISES, NOTIFY THE ENGINEER AND OWNER IMMEDIATELY.
33. CONTRACTOR SHALL NOTIFY THE ENGINEER AND OWNER WITH ANY DISCREPANCIES FOUND DURING INSTALLATION OR REVIEW.
34. CONTRACTOR TO PROVIDE REQUIREMENTS FOR NFPA 70E, AS REQUIRED.
35. ALL POWER AND LIGHTING CONDUITS SHALL HAVE AGROUND WIRE, BEAT LEAST # 12 THHN, AND SIZED FOR PROPER AMPACITY DERATING AND CONDUIT FILL.
36. ALL 120V RECEPTACLES SHALL BE GFCI PROTECTED, EITHER WITH A GFCI RECEPTACLE OR THROUGH A GFCI CIRCUIT BREAKER.
37. ELECTRICAL EQUIPMENT INCLUDING, BUT NOT LIMITED TO, ELECTRICAL SERVICE EQUIPMENT AND DISTRIBUTION PANELBOARDS SHALL BE SCOPE OF WORK:
ODOR CONTROL INFRASTRUCTURE RECOMMENDATIONS FOR BUENA STATION DISTRICT DEVELOPMENT IN SAN DIEGO COUNTY, CA. PROJECT WILL CONSIST OF ALTERNATIVE CORRECTIONS TO EXISITING ODOR CONTROL FOR SCRUBBER # 2 SEWER EQUIPMENT. AT THE STREET UTILITY SYSTEM:
TAPPING THE EXISITNG SDGE METER SERVICE TO POWER 480V / 120V CONTROL PANEL CP- 2A" WHICH CONSIST OF PLC, HMI, UPS, CONTROL TRANSFORMER UL 508A LISTED,
PRESSURE TRANSMITTER, PRESSURE SWITCH, GAS DETECTORS, GRINDER SEWER PUMP 1HP SYSTEM W/ LEVEL SWITCHES AND ALARM FUNCTION.
SEISMIC - CERTIFIED AND ANCHORED ACCORDING TO EQUIPMENT MANUFACTURER' S INSTALLATION INSTRUCTIONS. cy
17. ALL CONDUIT RUNS SHOWN ON THIS PLAN ARE SCHEMATIC IN NATURE. THE CONTRACTOR SHALL MAKE SURE THAT ALL CONDUIT 38. CONTROL PANEL PANEL SHALL BE EQUIPPED WITH HEATER( S) PROPERLY SIZED TO PREVENT MOISTURE ENTERING THE PANELS.
El
INSTALLATIONS MEET LOCAL AND STATE CODES.
LI
18. WHEN CROSSING PATHWAYS OR SIDEWALKS, CONTRACTOR SHALL BORE UNDER EXISTING CONCRETE WALKS AND SAWCUT ASPHALT WALKS. ASPHALT WALKS AND CONCRETE SIDEWALKS TO BE REPLACED IN KIND.
19. CONTRACTOR SHALL GUARANTEE WORK INSTALLED UNDER THE CONTRACT TO BE FREE FROM DEFECTIVE WORKMANSHIP AND MATERIALS,
USUAL WEAR EXPECTED, AND SHOULD ANY SUCH DEFECTS DEVELOP WITHIN A PERIOD OF ONE YEAR ACCEPTANCE OF THE PROJECT BY THE
OWNER, THE CONTRACTOR SHALL REPAIR AND/ OR REPLACE ANY DEFECTIVE ITEMS AND DAMAGE RESULTING FROM FAILURE OF THESE ITEMS, AT NO EXPENSE WHATSOEVER TO THE OWNER.
20. ALL CIRCUITS SHALL BE LEGIBLY IDENTIFIED AT THE PANEL, JUNCTION BOXES AND AT ALL EQUIPMENT IN A PERMANENT MANNER ( I.E.
ETCHED PLATES, CONDUCTOR TAG, PERMANENT MARKER, ETC.). THE LABELING SHALL INCLUDE PANEL CIRCUIT NUMBER, " TO" AND " FROM" IDENTIFICATION, AND MARKED " SPARE" WHERE APPLICABLE.
21. CONTRACTOR SHALL TEST ELECTRICAL SYSTEM FOR SHORT CIRCUITS AND MEGGER TEST FEEDERS AND BRANCH CIRCUIT WIRING. INSURE LOW IMPEDANCE GROUND PATH SYSTEM. PERFORM HIPOT TESTING WHEN REQUIRED BY LOCAL JURISDICTION.
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EXPOSED CONDUIT
PLAN LEGEND
LT
EXISTING EXPOSED CONDUIT PC
CONDUIT WITHIN CEILING, FLOOR, WALLS,
PS
OR UNDERGROUND
EXIST. CONDUIT WITHIN CEILING, FLOOR,
TS
WALLS, OR UNDERGROUND
GROUNDING ELECTRODE CONDUCTOR O
LEVELTRANSPONDER
PHOTOCELL
PRESSURE SWITCH
TEMPERATURE SWITCH
THERMOSTAT
OHE - - EXISTING OVERHEAD ELECTRIC ZS INTRUSION ALARM SWITCH CONDUIT BEND UP FiB UNDERGROUND JUNCTION BOX
CONDUIT BEND DOWN MH MANHOLE
x FENCE HH HANDHOLE
FLOOR MOUNTED ETHERNET ( 10/ 100)
P DISCONNECT SWITCHA OUTLET ( RJ- 45)
11 TELEPHONE OUTLET ( RJ- 11) [ OJ FUSED DISCONNECT SWITCH N ETHERNET ( 10/100) OUTLET ( RJ-45)
COMBINATION TELEPHONE/ ETHERNET
10/ 100) OUTLET ( RJ- 11 & RJ- 45)
0 240V SIMPLEX RECEPTACLE
20 NUMBER DENOTES CIRCUIT AMPS)
0 480V SIMPLEX RECEPTACLE
20 NUMBER DENOTES CIRCUIT AMPS)
120V, 20A SIMPLEX RECEPTACLE
21E 120V, 20A DUPLEX RECEPTACLE
120V, 20A QUADRAPLEX RECEPTACLE
120V, 20A SPST SWITCH
M MANUAL MOTOR STARTER
3 120V, 20A 3- WAY SWITCH
4 120V, 20A 4-WAY SWITCH
AT ANALYZER TRANSMITTER
CS CONDUCTIVITY SWITCH
FS FLOAT SWITCH
O ABOVE GROUND JUNCTION BOX
LE LEVEL ELEMENT
LP LEVEL PROBES
MP ENCLOSED CIRCUIT BREAKER
ZP COMBINATION MOTOR STARTER
ZP MOTOR STARTER
PUSHBUTTON CONTROL STATION
CONDUIT SEAL -OFF FITTING
S SOLENOID VALVE
ENERGIZED TO CLOSE)
S SOLENOID VALVE
ENERGIZED TO OPEN)
BUTTERFLY VALVE
PLUG VALVE
GATE VALVE
ALARM BEACON
H HORN
f SPLICE CONNECTION
FIELD WIRING
PANEL WIRING
COMMUNICATIONS WIRING
CABLE ( MULTICONDUTOR SHIELDED)
PILOT LIGHT
LETTER DENOTES COLOR)
D PUSH -TO -TEST PILOT LIGHT
H 0 LETTER DENOTES COLOR)
CR CONTROL RELAY
o PRESSURE SWITCH ( N.O.)
CLOSES ON RISING LEVEL
O-
Z
PRESSURE SWITCH ( N. C.)
OPENS ON RISING LEVEL
o N.O.T.C) NORMALLY OPEN, TIMED CLOSED
TIMING RELAY CONTACT
c,)
7 N. C. T. 0) NORMALLY CLOSED, TIMED OPEN
TIMING RELAY CONTACT
o o N.O.T.O.) NORMALLY OPEN, TIMED OPEN
TIMING RELAY CONTACT
N.C.T. C.) NORMALLY CLOSED, TIMED CLOSED
TIMING RELAY CONTACT
0_
1 FLOW SWITCH ( N.O.)
CLOSES ON RISING LEVEL
o- FLOW SWITCH ( N.C.)
b OPENS ON RISING LEVEL
FLOAT SWITCH ( N.C.)
OPENS ON RISING LEVEL
o
FLOAT SWITCH ( N.O.)
CLOSES ON RISING LEVEL
aQ0 LIMIT SWITCH ( N. C.)
NGLE LINE DIAGRAM AND SCHEMATIC LEGEND
PUSHBUTTON ( N. C.)
MOMENTARY OPEN
2- POSITION
SELECTOR SWITCH
0 HR/ A
3- POSITION
SELECTOR SWITCH ( HAND -OFF -AUTO)
0 0
LO STOP
LOCKOUT STOP PUSHBUTTON
PUSH- PULL EMERGENCY STOP
PUSHBUTTON
0 b DISCONNECT SWITCH ( N. O.)
0— o DISCONNECT SWITCH ( N.C.)
EARTH GROUND CONNECTION
GROUND ROD AND WELL
o LIMIT SWITCH ( N.O.)
o_,, LIMIT SWITCH ( N.C.)
o o LIMIT SWITCH ( N.O.)
TEMPERATURE SWITCH ( N. C.)
OPENS ON RISING LEVEL
o TEMPERATURE SWITCH ( N.O.)
CLOSES ON RISING LEVEL
CIRCUIT BREAKER WITH DOOR OPERATED HANDLE,
0 0 3P, 480V, THERM MAG TRIP, UNO
3P, 480V MOLDED CASE CIRCUIT BREAKER WITH
0 0 THERMAL MAG TRIP, UNO
0\ o FUSED SWITCH
oE= jo- FUSED SWITCH SIZE/ TYPE INDICATED ON DRAWING
o- -- o CONTACT ( N. O.)
o-Fo CONTACT ( N.C.)
I PUSHBUTTON ( N.O.)
0 0 MOMENTARY CLOSE
Xx LATCHING RELAY
xx CONTROL RELAY
ISR
xX
INTRINSICALLY SAFE RELAY
EDGE CONNECTORS
INTERNAL CONTACT ( N.O.)
INTERNAL CONTACT ( N.C.)
I I BATTERY
d - CAPACITOR
01\/- o SOLENOID
J" WV\/- RESISTOR
O OVERLOAD ( ELECTRONIC TYPE) -+ DIODE
THERMAL OVERLOAD ( BI- METALLIC) Mov METAL OXIDE VARISTOR
INDICATING FUSE HOLDER
FUSED BLOCK TERMINAL AMPERE SIZE SHOWN
o NEUTRAL BUS LIGHTNING ARRESTER
LA
CONDUIT DESIGNATION
o GROUNDBUS CXXXX C- CONTROL
P- POWER
H HORN 0 EQUIPMENT TAG REFERENCE
I/O POINT REFERENCE PLC,
0 BUZZER
I/O RACK, OR ENUNCIATOR PANEL
TERMINAL BLOCK SEE DRAWING UNLESS
O DRAWING REFERENCE
OTHERWISE NOTED
FIELD TERMINATION SEE DRAWING
0 LOCATION SYMBOL
UNLESS OTHERWISE NOTED
MLO
MAIN LUG ONLY SEE DRAWING UNLESS
OTHERWISE NOTED Z SHEET NOTE TAG
POWER DISTRIBUTION BLOCK SEE
EDGE CONNECTOR
DRAWING UNLESS OTHERWISE NOTED
COIL/ INDUCTOR SEE DRAWING UNLESS
INSTRUMENTATION
OTHERWISE NOTED
10 POWER TRANSFORMER SEE DRAWING
PHOTOCELL AND TIME CLOCK
M '' l
UNLESS OTHERWISE NOTED
HEATER - - - CONDUIT STUB -UP AND CAP
MOTOR STARTER
CONTACTOR COIL
ACTIVE HARMONIC FILTER
ErM ELAPSED TIME METER iNv
METER & CURRENT TRANSFORMER
EYS CONDUIT SEAL FILLED WITH
EXPLOSION PROOF COMPOUND
wHM WATT HOUR METER AND SOCKET
EYS CONDUIT SEAL FILLED WITH
NON - EXPLOSION PROOF COMPOUND
PFR PHASE FAILURE RELAY
xx TIME DELAY RELAY
NO. DESCRIPTION CITY
I
DATE VID
I
DATE
APPROVED CHANGES ENGINEER OF WORK
ABBREVIATION LIST
A, AMP AMPERES PVC POLYVINYL CHLORIDE
AM AMMETER PWR POWER
AC ALTERNATING CURRENT RIK REPLACEMENT - IN -KIND
AFS AIR FLOW SENSOR RR RUN RELAY
AIC AMPS INTERRUPTING CAPACITY RV REDUCED VOLTAGE
BAT BATTERY BC BATTERY CHARGER RVAT REDUCED VOLTAGE AUTO - TRANSFORMER
C COMMON SSS SOLID- STATE STARTER
CB CIRCUIT BREAKER SR SIMPLEX RECEPTACLE
CNTL CONTROL SS SELECTOR SWITCH, SOFT STARTER
CPT CONTROL POWER TRANSFORMER SP SURGE PROTECTOR
CID CONTROL PANEL SPD SURGE PROTECTOR DEVICE
CR CONTROL RELAY SV SOLENOID VALVE
CT CURRENT TRANSFORMER SWBD SWITCHBOARD
DC DIRECT CURRENT TB TERMINAL BLOCK
DR DUPLEX RECEPTACLE TR TIME DELAY RELAY
DWG DRAWING TC TIMECLOCK
E) EXISTING TM THERMAL MAGNETIC
EC EDGE CONNECTOR TS TEMPERATURE SWITCH
EF EXHAUST FAN TSP TWISTED SHIELDED PAIR
ETM ELAPSED TIME METER TWP TWISTED PAIR
F FUSE TYP TYPICAL
FB FUSE BLOCK UG UNDERGROUND
F) FUTURE UPS UNINTERRUPTIBLE POWER SOURCE
FLTR FILTER V VOLTS, VOLTAGE
FS FLOAT SWITCH VM VOLTMETER
FVNR FULL VOLTAGE NON REVERSING VFD VARIABLE FREQUENCY DRIVE
FVR FULL VOLTAGE REVERSING W WATT, WIRE
G, GND GROUND WP WEATHERPROOF
GFCI GROUND FAULT CIRCUIT INTERRUPTER TR, XFMR TRANSFORMER
HPS HIGH PRESSURE SODIUM XP EXPLOSION PROOF
HS HAND SWITCH XMTR TRANSMITTER/ TRANSPONDER
HTR HEATER
ICP INSTRUMENTATION CONTROL PANEL
ISR INTRINSICALLY SAFE RELAY
I, IND INDICATOR
INST INSTANTANEOUS
KV KILOVOLT
KVA KILOVOLT AMPERES
KW KILOWATT
LED LIGHT EMITTING DIODE
LEH LEVEL ELEMENT HIGH
LEL LEVEL ELEMENT LOW
LCD LIQUID CRYSTAL DISPLAY
LA LIGHTNING ARRESTER
LCP LOCAL CONTROL PANEL
LPU LIGHTNING PROTECTION UNIT
LOS LOCK OUT STOP
LR LATCH RELAY
LS LOAD SPLITTER
MA MILLIAMPERES 0
MB MAIN BREAKER
MCC MOTOR CONTROL CENTER
MCP MOTOR CIRCUIT PROTECTOR
MOT MOTOR OVERTEMPERATURE W
MMS MOTOR MOISTURE SENSOR
MS MOTOR STARTER
N NEUTRAL
NA NON AUTOMATIC
N) NEW
N.I.C. NOT IN CONTRACT
NP NAMEPLATE
OT OVERTEMPERATURE Z
O/ L OVERLOAD DEVICE Q
PB PUSHBUTTON
PCB PRINTED CIRCUIT BOARD CL
PC PROGRAMMABLE CONTROLLER
PH PHASE
PLC PROGRAMMABLE LOGIC CONTROLLER O
PL- 1 PILOT LIGHT 1
O
PFR PHASE/ POWER FAIL RELAY
PM POWER METER
EO. 1PNL PANEL
POT POTENTIOMETER
PPM POWER PHASE MONITOR
PR PAIR CABLE BUENA SANITATION DISTRICT
PS PRESSURE SWITCH
PT POTENTIAL TRANSFORMER
PTT PUSH TO TEST IMPROVEMENTPLANSFOR: EMERGENCY MODIFICATIONS
BUENA OUTFALL FORCE MAIN, PHASE III
ELECTRICAL LEGEND & ABBREVIATIONS
RCE EXP. LIC. DATE DATE
PROVED
SEE TITLE SHEET _
GREG MAYER RCE EXPIRES DA-
BENCH MARK: DATUM:
SEE SHEET 1 OF 52 — TITLE SHEET
SHEET 38 OF52
DRAWING NO.
4505
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E) SDGE
UTILITY
XFMR
480/ 277V
3PH- 4W,
60 HZ,
30KAIC= ISC
E) SERVICE ( E)
ENTRANCE METER / MAIN C. B. SECTION
SECTION ( SES) 480V, 60A, 30 4W, 60 HZ,
60A, NEMA 3R NEMA 3R
F30KAIC
I I ( E) I
I I M UTILITY
ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
I
P100
YJ
TYP)
CP- 2A" CONTROL PANEL ODOR SCRUBBER # 2A
480V, 100A RATED, 30- 3W, 60HZ, NEMA 4X ENCL.
30KAIC
480V- 3P- 3W DP -BLOCK 100A) I 240/ 120V- 3P- 3W DP -BLOCK 100A) SCRUBBER # 2A DISTRIBUTION PANEL E 6
b
120A
b
120A12
o
b
20A
b
120A
3P / 1P / 1P / 1P c
SPARES
P204 LfLo1
2 # 12 T2#
12 12G +# 12G
GFCI _
REC. -
UPS::] UPS
RECEP.
FACT CBL
u
SINGLE LINE DIAGRAM
NTS
CORD
PLC PANEL
30KAIC
1P „/ 1P r,/ 1P r1/ 2P
P208
P203 I 13
I $
14 1/4
INTAKE FAN
13 I NO. 1
F1_1 $ ( 3. 8(
M-01001)
FLA)
POWER & CONTROL CONDUIT WIRE SCHEDULE
CONDUIT WIRE
FROM TO REMARKS
NO. SIZE POWER GROUND
P100 1" 4 - # 6 XHHW 1410 #10 EXISTING) SDGE METER TERMINAL BOX POWER BLOCK P101 1" 4 - # 6 XHHW 1 _# 10 TERMINAL BOX POWER BLOCK TO ( EXISTING) I -BOX 5000 VENDOR CP # 2 FOR SCRUBBER # 2 P102 1" 3 - # 6 XHHW 1 _# 10 TERMINAL BOX POWER BLOCK SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS.
P103 1" 3 - # 10 XHHW 1410 #10 SCRUBBER # 2A " CP- 2A" 480V PWR BLOCK XFMR- T2A" P200 1" 3 - # 6 XHHW 1 _# 10 XFMR- T2A" 120/ 240V SCRUBBER # 2A CRTL- PNL- 2A P201 WIREWAY 2 - # 10 XHHW 1410 #10 SCRUBBER # 2A CRTL- PNL- 2A CKT 1 PLC -UPS INTERNAL WIRING IN CP P203 3/ 4" 2 - # 12 XHHW 1 -# 12 SCRUBBER # 2A CRTL- PNL- 2A CKT 3 PT- 01051) P204 WIREWAY 2 - # 12 XHHW 1412 #12 SCRUBBER # 2A CRTL- PNL- 2A CKT 4 GFCI RECEPTACLE INTERNAL WIRING IN CP P206 3/ 4" 2 - # 12 XHHW 1412 #12 SCRUBBER # 2A CRTL- PNL- 2A CKT 6 EXH. FAN ( M- 01001) P208 3/ 4" 2 - # 12 XHHW 1412 #12 SCRUBBER # 2A CRTL- PNL- 2A CKT 8 INTAKE FAN ( M- 01002) P210 3/ 4" 3 - # 10 XHHW 1410 #10 SCRUBBER # 2A CRTL- PNL- 2A CKT 10- 12 E-ONE CTRL PNL POWER P210A 2" FACT. CBLS INCL. E-ONE CTRL PNL POWER TO E-ONE GRINDER WET WELL PUMP P210B 2" SPARE E- ONE CTRL PNL POWER TO E- ONE GRINDER WET WELL PUMP CAP BOTH ENDS W/ ROPE C101 1" 1 - # 16 TSP + 2 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. AUX CONTACTS SCUBBER# 2 ( STATUS) FUTURE CONNECTION C201 1" 1 - # 16 TSP + 2 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. AUX CONTACTS SCUBBER# 2 ( STATUS) FUTURE CONNECTION C202 1" 1 - # 16 TSP + 2 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. GAS DETECTOR ( LEL- 01071) C203 1" 1 - # 16 TSP + 2 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. PT- 01051) C203A 1" FACT. CBLS INCL. SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. PS- 01052) C204 1" 1 - # 16 TSP + 6 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL " CP- 2A" ODOR SEWER SYS. GAS DETECTOR ( LEL- 01072) C206 3/ 4" 1 - # 16 TSP + 4 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL- 2A SHUT- DN/ RUN STATUS INTAKE FAN ( M- 01001) C208 3/ 4" 1 - # 16 TSP + 4 - # 14 1412 #12 SCRUBBER # 2A CRTL- PNL- 2A SHUT- DN/ RUN STATUS EXH. FAN ( M- 01002) C210A SEE P210A FACT. CBLS INCL. E-ONE CTRL PNL POWER TO E-ONE GRINDER WET WELL PUMP E) I -BOX 5000 CP-#2
SCRUBBER # 2
TOTAL 12 FLA)
ODOR
CP- 2
I I
L0--
I
F7]
E) ODOR CONTROL
E-ONE SCRUBBER # 2
SIMPLEX ( 7. 7 FLA)
CTRL. PNL
n
10 TYP)
I
I
III
I I P210A P210B
P210
Iw
1 I_ C P206 []
SUBMERIBLE
PUMP NO. 1
13 ( PMP- 01001)
12 FLA)
PT- 01051 1 / i u
E
EXH. FAN
NO. 2
M- 01002)
1.5 FLA)
CONSTRUCTION NOTES:
1 INTERCEPT THE EXISTING 480V POWER SOURCE FROM SDGE METER/ MAIN SERVICE, PROVIDE & INSTALL TERMINAL DISTRIBUTION POWER BLOCK ( SQ- D CAT NO. 9080) TAP BLOCK - RATED 600V, 100A, 3 PH- 3W C. U., PER NEC ART. 240. 21 ( B) ( 1) - INSIDE " CP- 2A" CONTROL PANEL ODOR SCRUBBER # 2A NEMA 4X, TYPE HUBBELL- WIEGMANN ENCL. OR APPROVED EQUAL, 48" H x 38" H x 12" D, LOCKABLE ENCL., PROVIDE LABELS " CAUTION - FOREIGN VOLTAGE", SHALL BE LABELED WITH AVAILABLE FAULT CURRENT IN ACCORDANCE WITH NEC 110. 24( A). REFER TO SHEETS E5. 0 FOR DETAILS OR APPROVED EQUAL.
a PROVIDE & INSTALL POWER / CONTROL TRANSFORMER " XFMR- T2A" UL LISTED WALL- MTD ABOVE W/ MOUNTING HARDWARE AS REQUIRED, ACME T2A533291S, ZORO G2510243 OR APPROVED EQUAL.
3] PROVIDE & INSTALL SQ- D CIRCUIT BREAKER 480V, SERIES RATED OR APPROVED EQUAL. a INTERNAL WIRING FOR THIS ITEM.
El PROVIDE & INSTALL SQ- D CIRCUIT BREAKER 480V, SERIES RATED OR APPROVED EQUAL. a INSTALL SURGE PROTECTION DEVICE DIN RAIL TYPE ALLEN- BRADLEY 4983 TYPE OR APPROVED EQUAL MTD. IN CP- 2A. ( PROVIDE FACT. CABLES) UL 508A COMPLY & UL LISTED. a
E-ONE SIMPLEX CONTROL PANEL & DH071 SUBMERSIBLE GRINDER PUMP, 240V, 1 PHASE, 3 WIRE, 1HP, 4.2 FLA, OR ENGINEER - APPROVED EQUAL.
8] FACTORY CABLE ROUTED WITHIN CONDUIT TO EYS SEAL SIZE TO MANUF. CABLES AND 40% FILL PER NEC. CONTRACTOR SHALL COORDINATE WITH PUMP MFR FOR TYPE/ LENGTHS OF CABLES. 9 BOND GROUND WIRE TO ENCL. AND PROVIDE GROUNDING CONDUCTOR TO EXISTING SERVICE
ENTRANCE EQUIPMENT GROUND ROD AND INSTALL NECESSARY NEW GROUND RODS TO ACHIEVE 25 OHMS OR LESS PER NEC.
11-01PROVIDE AND INSTALL EYS SEAL FITTING PER NEC/ NFPA 820 CONDUIT STUB -UPS.
El PROVIDE AND INSTALL PRESSURE XMTR PER MECH EQUIP. LIST. 12] REFER TO BELOW SCRUBBER # 2A INTERNAL DISTRIBUTION SCHEDULE THIS DWG. 13] PROVIDE & INSTALL NEMA- 4X 120V, 1PH- 60HZ, 15A MS W/AUX. CONTACTS - SNAP SWITCH W/ LOCKABLE OPTION.
14] MECHANICAL INTAKE FAN MOTOR 120V, 1PH- 60HZ, GREENHECK REFER TO MECH. EQUIP. LIST.
WALL- MTD.
15] MECHANICAL EXHAUST FAN MOTOR 120V, 1PH- 60HZ, GREENHECK REFER TO MECH. EQUIP. LIST.
WALL- MTD.
SCRUBBER # 2A INTERNAL DISTRIBUTION SCHEDULE
VOLTAGE: HI -LEG 120/ 240 VAC
VOLT AMPS
MAIN BKR: 45 A
SCCR: 22 KAIC PANEL BUS: 100 A
LOAD DESCRIPTION VA CB BKR PHASE A PHASE B PHASE C BKR CB VA LOAD DESCRIPTION CP PLC / LIPS120VAC LOAD 1313 20/ 1 1 1313 2 20/ 1 0 SPARE PRESS. XMTR ( PT- 01051) 200 15/ 1 3 380 4 20/ 1 180 CP- 2A GFCI RECEPT SPARE 0 15/ 1 5 225 6 15/ 1 225 EXHAUST FAN ( M- 01002) SPD
0 30/ 3
7 570 8 15/ 1 570 INTAKE FAN ( M- 01001)
0 9 1800 10
30/ 2
1800 E-ONE SYSTEM
0 11 1800 12 1800 E- ONE SYSTEM
PHASE A PHASE B PHASE C
VA/ PHASE ( SUBTOTAL) 1883 2180 2025 30, 4W ( 12 CKTS)
AMPS/ PHASE ( SUBTOTAL) 15. 7 18. 2 16. 9 22, 000 AIC BREAKERS VA ( SUBTOTAL) 6088 NEMA 4X
25% OF LARGEST INDUCTIVE LOAD ( VA) 114 65 65
GRAND TOTAL ( AMPS) 15.2 INDICATES LOAD CALCULATED AT 125% PERCENT CAPACITY 33. 8% MOUNTED IN CP-2A
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2 E) I -BOX 5000 CTRL PNL CP-# 2
SCRUBBER # 2 ODOR UNIT
141
E) CMU WALL
d G
C dd
d
d
d d G
G
e ° dd
o
d ° A
a a
4,
d
SECTION - A
I
III
i
I
P210A I
P210B i
I
7 Ji
PROP. INFLUENT
GRINDER PUMP
E) SCRUBBER # 2 ODOR UNIT
I
III
I, I 7
ICI
III
C203
C',
ELECTRICAL POWER & CONTROL ODOR# 2 PLAN
SCALE: 1/2" = l'- 0"
E) I -BOX 5000 CTRL PNL CP-# 2
SCRUBBER # 2 ODOR UNIT
CONSTRUCTION NOTES:
1 INTERCEPT THE EXISTING 480V POWER SOURCE FROM SDGE METER/ MAIN SERVICE, PROVIDE & INSTALL TERMINAL DISTRIBUTION POWER BLOCK ( SQ- D CAT NO. 9080) TAP BLOCK - RATED 600V, 100A, 3 PH- 3W C. U., PER NEC ART. 240. 21 ( B) ( 1) - INSIDE " CP- 2A" CONTROL PANEL ODOR SCRUBBER # 2A NEMA 4X, TYPE HUBBELL- WIEGMANN ENCL. OR APPROVED EQUAL, 48" H x 38" H x 12" D, LOCKABLE ENCL., PROVIDE LABELS " CAUTION - FOREIGN VOLTAGE", SHALL BE LABELED WITH AVAILABLE FAULT CURRENT IN ACCORDANCE WITH NEC 110. 24(A). REFER TO SHEETS E5.0 FOR DETAILS OR APPROVED EQUAL.
2] PROVIDE & INSTALL POWER / CONTROL TRANSFORMER " XFMR- T2A" UL LISTED WALL- MTD ABOVE W/ MOUNTING HARDWARE AS REQUIRED, ACME T2A533291S, ZORO G2510243 OR APPROVED EQUAL.
3] GAS DETECTORS ( LEL- 01071) & ( LEH- 01072)
4 E- ONE DH071 SIMPLEX CONTROL PANEL POWER & CONTROL - LEVEL, W / ALARMS OPTIONS 5] PRESSURE XMTR ( PT- 01051) AND PRESSURE SWITCH ( PS- 01052) GROUND DEVICES PER NEC. 6] INTERCEPT ( E) EXISTING POWER AND CONTROL CONDUITS FROM ENTERING THE ( E) EXISTING I -BOX 5000 CONTROL PNL CP-# 2 WITH GUAT FITTING TO EXTEND WIRES TO NEW
FOR CONNECTION MONITORING TO PLC SYSTEM - DISTRICT INTEGRATOR SHALL PROGRAM THESE CONTROL POINTS. ( MATCH EXISITNG CONDUIT TYPE AND FITTINGS.) 7 ] BOND GROUND DEVICES PER NEC. ART. 250, REFER TO SHEET E1.0 ( TYP.) 8] PROVIDE & INSTALL NEMA- 4X 120V, 1PH- 60HZ, 15A MS SNAP SWITCH W/ LOCKABLE OPTION.
FINAL CONNECTION SHALL BE WITH LFMC W/ GND WIRE MAX. 3- FEET SUPPORT PER NEC. 1-91ALL CONDUIT HUBS SHALL BE SEAL TYPE APPLETON TMC2X FOR FINAL CONNECTIONS AS REQUIRED PER NEC AND EYS SEALS REQUIRED FROM CONDUIT STUB -UPS FROM U.G.
CONDUIT DUCT BANKS.
11-01INTAKEFAN1/4HP-120VREFERTOMECHANICALLIST.
1_111EXHAUSTFAN1/10HP-120VREFERTOMECHANICALLIST.
12] PROVIDE & INSTALL J-BOX WP NEMA 4X TYPE PER AREA CLASS NEC/ NFPA 820.
ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
SO
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AREA CLASSIFICATION LOW LEVEL
ORDER CONTROL UNIT NFPA 820
E) SDGE METER - MAIN C.B.
E) SDGE SERVICE ENTRANCE ENCL.
PROP. INFLUENT
GRINDER PUMP
AREA CLASSIFICATION VENT PIPE
SEE DETAILS PER NFPA 820.
i
j
E) SCRUBBER # 2 ODOR UNIT
AREA CLASSIFICATION SEE DETAILS
CONSTRUCTION NOTES:
F I "CP- 2A" WALL- MTD.
7 2 " XFMR- T2A" WALL- MTD. ( ABOVE CONTROL PANELS)
3 GAS DETECTORS ( LEL- 01071) & ( LEH- 01072)
6 8
E-ONE DH071 SIMPLEX CONTROL PANEL POWER & CONTROL - LEVEL, W / ALARMS OPTIONS 5 PRESSURE XMTR ( PT- 01051) AND PRESSURE SWITCH ( PS- 01052) GROUND DEVICES PER NEC. 6 RESIDENTIAL GRINDER PUMP STATION, SEAL ALL CONDUITS ENTERING/ EXITING PANEL W/ CLASS 1 DIVISION 1 EYS SEAL. ( NOTE: E-ONE PROVIDES PUMP MOTOR FACTORY CABLES - CONTRACTOR SHALL COORDINATE WITH MFR). INSTALL VENT OPPOSITE THE CONTROL PANEL TO KEEP OUT OF CLASSIFIED ENVELOPE. ANYTHING INSTALLED IN THE ENVELOPE SHALL BE SUITABLE FOR CLASS 1 DIVISION 1.
AREA CLASSIFICATION ODOR# 2 PLAN
SCALE: 1 /2" = l'- 0"
E) I -BOX 5000 CTRL PNL CP-# 2
SCRUBBER # 2 ODOR UNIT
F7] FAN MOTOR ( M- 01001) & ( M- 01002) REFER TO MECHANICAL LIST.
F8] MOTOR STARTER SWITCH RATED FOR AREA CLASS ( TYPICAL) PER NEC/ NFPA 820.
ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
0 L
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0 0
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ODOR SCRUBBER # 2 GAS ALARMS
24 VDC POWER FROM PLC NOTES:
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A 2 5A AND CERTIFIED BY U. L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR.
CR SCRUBBER # 2 GAS SENSOR 2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND 3 61 RELAY, 4, 5, 6, 7 ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR
GAS SENSOR
REQUIREMENTS.
LEL- 01071
4 k ON STATUS" RUNNING LIGHT 3. INTRINSICALLY SAFE RELAY MODELED AFTER ATC DIVERSIFIED, PART NUMBER ISO- 120-AFN OR CR 61
G
ON CONTROL PANEL EXTERIOR ENGINEER APPROVED EQUAL.
RUN
5 FAIL" ALARM LIGHT
CR 61
R
ON CONTROL PANEL EXTERIOR
6 FAIL ALARM
PTT ' * LOW" RUNNING LIGHT ALARM
7 CR 61
G
24VDC
FROM GAS SENSOR
RUN
8 PTT HIGH" ALARM LIGHT
CR 61
R'*
24VDC
ALARM FROM GAS SENSOR
FAIL
9 FAIL" ALARM SIREN
H------------- I
IN SHELTER
10 FAIL
GAS SENSOR ( SCRUBBER # 2 SHELTER)
12 ODOR SCRUBBER # 2 GAS ALARMS
13 (+) 24 VDC POWER FROM PLC (- )
14 t5A15--------------------- - 6R\`
SCRUBBER #
62GAS
SENSOR
GAS SENSOR - -
LEH- 01072
16 G
STATUS" RUNNING LIGHT
CR 62 ON CONTROL PANEL EXTERIOR
RUN
17 FAIL" ALARM LIGHT
CR 62 ON CONTROL PANEL EXTERIOR
18 FAIL ALARM
PTT
G'* "
LOW" RUNNING LIGHT ALARM
FROM GAS SENSOR
19 CR 62 24VDC -,- O
RUN W
PTT ' * " HIGH" ALARM LIGHT
20-- - - - - - - - - - - - - - - R
1 1 ALARM FROM GAS SENSORCR 62 24VDC H
FAIL
21 H------------- I " FAIL" ALARM SIREN
FAIL
IN SHELTER LEGEND:
22 * MOUNTED ON PANEL ( 2) TERMINAL ON VFD Z
GAS SENSOR ( SCRUBBER # 2 SHELTER) DOOR Q
23 1/0:
TERMINAL BLOCK TERMINAL IN NEMA 4X MCP
TO PLC
7 TO PLC
TERMINAL IN PLC
TERMINAL IN MOTOR
24 CR61 GAS LEVEL CR62 GAS LEVEL 0
FAIL ALARM FAIL ALARM EXTERNAL WIRING 0
GAS SENSOR CONTROL DIAGRAMS
TERMINAL IN FIELD
INTERNAL WIRING
LEL- 01071, LEH- 01072)
TERMINAL IN
INTRINSICALLY E4.
SAFE RELAY IN PANEL
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3iSM"
CONTROL PANEL
CP- 2A
O
13 0
ii i OO
UPS BRACKET
MOUNTED INSIDE DOOR)
D
X
UPS
O O
O O
CONTROLPANEL
N.T. S.
480V- 60A- 3P
LOCKABLE DISC. SW
M1
0 J
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U
CDo
N
0 Imo. — - -,
iq
is
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CB1-
GQ
CB1-
QQ
CB1-
a
CB1-
a
CB1-
QQ
CB1-
Qa
CB1-
Q
CB1-
9a
M CB1-
9a
CB1-
a
CB1-
N a
CB1-
a ao
120/ 240`
3PH- 3V1
Q 100A
L2DIST. PV1
N BLOCK
TERM.
Q
ON
600V - 3P
RATED
100A
DIST. PWR.
BLOCK
TERM.
36.20"
J
W
Z
1010101
warmin
SPD
250V- 3P
1010101
000
0 0
QU
Q
z
W
HZ
0 t
I[ 11
gi
CB10
CB11
CB12
CB13
24-
24-
24-
24-
24-
24-
24-
24-
24-
24-
24-
24-
480V 3PH- 3W
30A
1010101
BMW
mom
mmm
XFMR- T2A"
0 M
0 Q
U
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Q
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NON
THERMAL
SW.
60A- 3 POLE
480V
3PH- 3W
W
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FV r- Z J 1. M
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A AND CERTIFIED BY U. L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR.
2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND
ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR REQUIREMENTS.
UPS BRACKET FOR
UPS SPECS: MAX H: 11.85"
MAX W: 4.41" & MAX L: 15.04'
1 co
05 3.54
DETAIL - A
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NOTES:
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A AND CERTIFIED BY U. L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR.
2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND
ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR REQUIREMENTS.
H
CONTROL PANEL CP- 2A PLC - EQUIPMENT LIST
O
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V)
V)
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V J
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0 0
0 E5. 1
BUENA SANITATION DISTRICT
IMPROVEMENTPLANSFOR: EMERGENCY MODIFICATIONS
BUENA OUTFALL FORCE MAIN, PHASE III
CP- 2A PLC EQUIP LIST
APPROVED
SEE TITLE SHEET
GREG MAYER RCE EXPIRES DATE
SHEET 44 OF52
BENCH MARK: DATUM: DRAWING NO.
NO. DESCRIPTION CITY DATE VID DATE
SEE SHEET 1 OF 52 - TITLE SHEET 4505
APPROVED CHANGES ENGINEER OF WORK RCE EXP. LIC. DATE DATE 1 1 N412483812C HUBBELL- WIEGMANN
NEMA 4/ 12113 CARBON STEEL, ANSI 61 GRAY POWDER
COATED ENCLOSURE ( 48" x 38" x 12")
1A 1 NP4436C HUBBELL- WIEGMANN
CARBON STEEL POWDER COATED FINISH WHITE BACK
PANEL ( 44" x 36")
1B 1 E172121 HUBBELL- WIEGMANN
DISCONNECT SWITCH RED ROTARY HANDLE, YELLOW
ESCUTCHEON, PANEL MTD, LOCKABLE WISHAFT
1C 1 E172121 HUBBELL- WIEGMANN BASE NON THERMO- MAG 600V, 60AF- 60A, 3- POLE SERIES 2 1 EA9- T10 C- MORE
TOUCH SCREEN HMI, 101N COLOR TFT LCD, LED
BACKLIGHT,
3 1 C2- 03CPU- 2 KOYO
MICRO PROCESSOR: WIFI LAN/ BLUETOOTH, ETHERNET,
SERIAL & MICROB- USB PORTS
3A 2 C2- 08DR- 6C KOYO
DISCRETE/ ANALOG COMBO MODULE: 4 DIGITAL IN, 4
RELAY OUT, 4 ANALOG IN, 2 ANALOG GOUT
3B 2 CO-4AD2DA- 1 KOYO
ANALOG COMBO MODULE: 4 ANALOG IN,
2 ANALOG OUT
3C 1 C2- 16NE3 KOYO
DISCRETE INPUT MODULE: 16 DIGITAL IN 24VACIVDC ,
SINKING/ SOURCING
4 1 PSB24- 120 RHINO
24 VDC POWER SUPPLY
120 WATT, 5. 0 AMPS
5 12 SC6- 1111 PROSENSE
SIGNAL CONDITIONER, 2 ISOLATED CH, LOOP POWERED
CONTROL PANEL CP- 2A PLC - EQUIPMENT LISTCONTROLPANELCP-2A PLC - EQUIPMENTLIST ITEM QTY MODEL # MANUFACTURER DESCRIPTION
6 8 KPR- SCE- 24VACDC- 1 KLEMSAN
1PDT 24VDC COIL MECHANICAL RELAY
W/ BASE - 6A MAX
7 30 KN- T12GRY
AUTOMATION DIRECT
SINGLE LEVEL FEED -THROUGH TERMINAL BLOCK
DINNECTOR
8 24 DN- D12GRY
AUTOMATION DIRECT
DOUBLE LEVEL FEED - THROUGH TERMINAL BLOCK
DINNECTOR
9 24 3044636 PHOENIX
DOUBLE LEVEL FEED - THROUGH TERMINAL BLOCK WITH
GROUND
10 3 KN- G10
AUTOMATION DIRECT
GROUND TERMINAL BLOCK
DINNECTOR
11 20 KN- EB7
AUTOMATION DIRECT
TERMINAL END BLOCK
DINNECTOR
12 8 KN- ECT6GRY
AUTOMATION DIRECT
1 TIER TERMINAL BLOCK COVER
DINNECTOR
13 3 KN- ECDGRY
AUTOMATION DIRECT
2 TIER TERMINAL BLOCK COVER
DINNECTOR
14 4 KN- ECD12GRY
AUTOMATION DIRECT
2 TIER TERMINAL BLOCK WITH GROUND COVER
DINNECTOR
14A 3 UL 1935, UL 1059 NSI/ SQ- D
600V POWER TERMINAL BLOCK W/ COVER CU WIRES
NEC 230. 46 REQUREMENTS
14B 3 UL 1935, UL 1059 NSI/ SQ- D
600V POWER TERMINAL BLOCK W/ COVER CU WIRES
CONTROL PANEL CP- 2A PLC - EQUIPMENT LIST
ITEM QTY MODEL # MANUFACTURER DESCRIPTION ITEM QTY MODEL # MANUFACTURER DESCRIPTION LINE INTERACTIVE, 700 VA POWER RATING, 420 W WATT,
15 1 BR700G APC 120V AC ( W= 5, H= 8, D= 12 INCHES)
16 1 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 480V 3-POLE
30A
16A 1 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 250V 3- POLE
45A
16B 1 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 250v 3- POLE
20A
16C 1 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 250V 2- POLE
30A
16D 4 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 120V 1-POLE
20A
16D 4 FAZ- CX- 1-NA- SP EATON
BRANCH CIRCUIT BREAKER 120V 1-POLE
15A
17 1 DN- FE2
AUTOMATION DIRECT BRANCH CIRCUIT PROTECTOR W/ BASE
DINNECTOR 2A
18 1 _
AUTOMATION DIRECT 120VAC DUPLEX RECEPTACLE
DINNECTOR 15A MAX
20 1 IR 302 IN -HAND
CELL MODEM
MOUNTED INSIDE PANEL ON SIDE WALL)
21 1 DN- SUPP- X- 1 2AMP PHOENIX CONTACT 8 PORT SWITCH - CURRENT INPUT, CURRENT OUTPUT NEC 230. 46 REQUREMENTS
22 10 DN- SUPP- X- 1 2AMP BLUE BREAKER -
23 11 DN- SUPP 3AMP BLUE BREAKER -
24 11 DN- FESPA SPACERS -
24 11 DN- FESPA SPACERS -
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120V PNL- CKT # 1
nx
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
24+
I
I
N1 G1
T
24-
PLC
24VDC POWER
HMI
24VDC POWER
ETHERNET SWITCH
24VDC POWER
MODEM
24VDC POWER
GAS MONITOR
LEL- 01071
GAS MOITOR
LEH- 01057
KOYO
C2- 08DR- 6C
1 /0
SLOT 0
100 POWER DA+ V
24+
COMMON C1
24 101 COMMON C2
COMMON AC
102 D11FxX1) 1
102
103
DI
X2X2)
103
104
DI
X3X3)
104
105 D14Fx4X4)
105
106
DO l
Yl
106
Y1)
107
DO 2
EY2
107
Y2)
108
DO 3
EY3
108
Y3)
109
DO 4
EY4:
log
Y4)
110
112 AD11
All 112
113
Al (
D[ A:D:21
113
114 DF3 ED31
114
115 DF4[—AD41
115
116
AO1[
DA11
116
D
117
AO 2117
DF202)[ DA21
118
119
24+ 24-
2A
CB100
24—
NOTES:
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A PLC 24VDC AND CERTIFIED BY U.L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR.
POWER
2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND
ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR REQUIREMENTS.
102 RUNNING 24+
o-I Fo -- SPARE
103 RUNNING 24+
o-I Fo -- SPARE
104 PULSE 24+
0-i SPARE
105 PULSE 24+
o-iFo ------- SPARE
R106
24+
R107 w
24+
R108
24+
R109
112— CBL- 112
D5 4
112+ - LOOPED
CH1
GND +
DEVICE
6 SIGNAL 3 —
CONDITIONER + 113— CBL- 113
D2 All 7
113+ - LOOPED
CH2
GND +
DEVICE
D1 8 —
114— CBL- 114
D5 4
114+ - LOOPED
CH1
GOD +
DEVICE
D6 SIGNAL 3 —
CONDITIONER+ 115—
CBL- 115
D2 Al2 7
115+ - LOOPED
CH2
GND +
DEVICE
D1 8 E.-J--- —
116+
CBL- 116
D4 5
116 + DEVICE
CH1
GND
D3 SIGNAL 6 —
CONDITIONER ++ 117+
CBL- 117
D7 A01 2 —
117— DEVICE
CH2
GND
Ds l —
24-
2A
CB111
24+ 24-
SPARE
SPARE
SPARE
SPARE
INSTRUMENT SIGNAL
24VDC POWER
SPARE
SPARE
SPARE
SPARE
SPARE
SPARE
oi
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KOYO KOYO
CO- 4AD2DA- 1
24+ 24 CO- 4AD DA- 1
24+ 24
1/ 0 1/ 0 NOTES:
SLOT 2 SLOT 3
2A 2A
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A140 POWER 24v 24+
CB140
INSTRUMENT SIGNAL 1 60 POWER 24v
24+
CB160
INSTRUMENT SIGNAL AND CERTIFIED BY U.L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR.
COMMON OV
24- 24- 24VDC POWER
COMMON ov
24- 24- 24VDC POWER
CBL- 112 CBL- 112 2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND Al 1 141 141-_ Al 1 161 161-
ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR141 ( DF10) CH1 5 CH1
4 141 + +
LEVOCD
161 ( DF15) CH1 5 CH1
4 161 +
LOOPED DEVICE
REQUIREMENTS. OV
OV - - GND 6
SIGNAL3 - 6 SIGNAL3 27- - CONDITIONER
CBL- 113 CONDITIONER CBL- 113 AI2
142 + + 142- Al 162 + + 162- 142
CH2 2 AI21 7 - LOOPED 162 CH2 2 AI31 7 - - LOOPED DF11) 142+ + DEVICE
SPARE (
DF16) CH2
162+
SPARE OV
CH2
GOD
OV - GND 1
8 - 1 8 27- - CBL-
114 CBL- 114 143
AI3
CH3
143
5 4 143 _ _
LOOPED
1 63AI3
CH3
163
5 4 163 _ _
LOOPED
DF12) 143+ + DEVICE
SPARE (
DF17) CH1
163+ +
DEVICE
SPARE
OV
CH1
GND
OV - GND 6
SIGNAL3 - 6 SIGNAL3 27- - CONDITIONER
CBL- 115 CONDITIONER CBL- 115 AI4
144 + + 144- AI4 164 + + 164- 144
CH4 2 AI22 7 - - LOOPED 164 CH4 2 AI32 7 - - LOOPED DF13) CH2 144+ +
DEVICE
SPARE (
DF18) CH2
164+ +
DEVICE
SPARE
OV -
1 8- GND
OV 1
8 GND
A01
145 + + 145+ CBL-
116 - CBL- 116 145
CH1 4 5 - - 165 A01
CH1
165 +
4 5+ 16-
5 DF205) 145- + DEVICE SPARE ( DF207) 165 _ + DEVICE SPARE OV _ CH1
GND
OV CH1
GND
3 SIGNAL6 - 3 SIGNAL6 27- - CONDITIONER -
CBL- 117 CONDITIONER - CBL- 117 AO
2 146 + + 146+ + + 166+ 146
CH2 7 A021 2 — 166 A02
CH2
166
7 A031 2 - - SPARE
DF206) 146- + DEVICE SPARE ( DF208) 166 _ + DEVICE OV
CH2
GND
OV CH2
GND
8 1 - 8 1 - 147
167 148
168 149
169 150
170 151
171 152
172 0
153
173 LL-
W
154
174 I -
I 155
175 156
176 z Q
157
177 CL
0 O
158
178 159
179 E5.
3 24+
24 24+ 24- BUENA
SANITATIONDISTRICT IMPROVEMENT
PLANS FOR: EMERGENCYMODIFICATIONS BUENA
OUTFALL FORCE MAIN, PHASE III CP-
2A PLC MOD II APPROVED
SEE
TITLE SHEET GREG
MAYER RCE EXPIRES DATE SHEET
46 OF52BENCH
MARK: DATUM: DRAWING NO. NO.
DESCRIPTION CITY DATE VID DATE SEE
SHEET 1 OF 52 - TITLE SHEET 4505 APPROVED
CHANGES ENGINEER OF WORKRCE EXP. LIC. DATEDATE
06/24/2025
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24+ 24
KOYO
C2- 08DR- 6C
NOTES: 1/ 0
SLOT 4
24—
180 COMMON Cl
24 2A
C6180 200
1. ELECTRICAL UPGRADES WILL CONSIST OF A REMOTE PLC PANEL FOR CONTROLS PER UL 508A PLC 24VDC AND CERTIFIED BY U.L. WITH, A WIFI TRANSMITTER BY OWNER SECURITY AND SCADA INTERGATOR. 24 POWER
COMMON
Fc2
P102
2. THIS WIRING IS FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL INSTALL MODULES AND 181 COMMON
Fc3
24-
201 ACCESSORIES FOR A FUNCTIONAL PLC PER THE MANUFACTURER AND OWNER INTERGRATOR TO ( N ) REQUIREMENTS.
24_ CP- 2A D.S.
COMMON C4
IN " CP- 2A"
182
1 X311) x1
s2 182
c>l
RUNNING
0 ------
24+
SPARE 202
P100
183
DI 2 ss 183
0-1
RUNNING
0 ------
24+
203
FROM
X32) F—
X2
SPARE E)
MAIN C.B. 600V - 3P
480V, 3PH RATED
184
DI 3
X33) X3
184 184 PULSE
od 1-0-1-0— A
24+
SPARE 204 100ADIST.
BLOCK
185
185 PULSE 24+ TERM.
o
0 0 185
X34) X4 01 1- 0— SPARE 205 186
DI
5 X35)
F— X5
186
186 PULSE 01
1- 0— 24+
SPARE
206 P101
DI
6 187 PULSE 24+ TO ( E) CP-2 187
X36) F— X6
01 F0— — — — SPARE 207 480V, 3PH 188
DI
7 X3)
F— X7
ass
188 I-----
PULSE
24+ SPARE
208 189
DI
8 X38)
F— X8
189
189 PULSE OdI-
0------ 24+
SPARE
209 190
DI
9 X39)
F— X9
190
190 oiko--
RUNNING
24+ SPARE
210 191
DI
10 X40)
x10 191
191 II-
0------ PULSE
24+ SPARE
211 192
DI
11 X41)
Fxl1 192
192 PULSE III-
0------ 24+
SPARE
212 z
LL-
193
x42) X12 193
193 II-
0 PULSE
24+ SPARE
213 LLJ
z
194
DI
13 X43)
Fxl3 194
194 II-
0------ PULSE
24+ SPARE
214 V)
195
DI
14 X44)
X14
195
195 II-
0------ PULSE
24+ SPARE
215 V)
196
DI
15 X45)
x15 196
196 II-
0------ PULSE
24+ SPARE
216 z
Q
CL
197
X46) X16 s
197 PULSE OdI-
0 — — — — 24+
217
O
O
198
218 E5.
4 199
480V9
3PH, TAP BLOCKBUENA SANITATIONDISTRICT 24+
24 IMPROVEMENT
PLANS FOR: EMERGENCYMODIFICATIONS BUENA
OUTFALL FORCE MAIN, PHASE III CP-
2A PLC MOD III APPROVED
SEE
TITLE SHEET SHEET
47 OF52GREG
MAYER RCE EXPIRES DATE BENCH
MARK: DATUM: DRAWING NO. NO.
DESCRIPTION CITY DATE VID DATE SEE
SHEET 1 OF 52 — TITLE SHEET 4505 APPROVED
CHANGES ENGINEER OF WORKRCE EXP. LIC. DATEDATE
06/24/2025
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DIGITAL INPUT
MODULE
DIGITAL OUTPUT
MODULE
SCRUBBER # 2 ODOR FAN CP- 2 STATUS
M-01010)
INTAKE FAN STATUS
M- 01001)
EXHAUST FAN STATUS
M-01002)
WET WELL HIGH LEVEL FROM E-ONE CP.
E-ONE CONTROL PNL.
WET WELL LOW LEVEL FROM E-ONE CP. NOTES:
UPS
1. THE CP- 2A PLC 1/0 DIAGRAM IS SHOWN FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL UPS VERIFY CONTROL PANEL FACTORY - WIRED 1/0 AND WIRE IN FIELD 1/0, FOR COMPLETE PUMP' S
MOTOR CONTROL & INSTRUMENT DEVICES WIRING PER THE MANUFACTURER' S REQUIREMENTS POWER METER PER UL 805A, AND CERTIFIED BY U.L.
PS- 01052)
WET WELL PUMP RUN
E-ONE CP.
ANALOG INPUT
MODULE
LEL- 01072) LOW ALARM
PIT- 01051)
LEH- 01071) HIGH ALARM
24 VDC POWER SUPPLY 2. PROVIDE MINIMUM 20% SPARE ON ALL 1/0 CARDS.
3. GROUND CP- 2A PANEL PER MANUFACTURER REQUIREMENTS.
H
4. CABLES SHALL BE TYPE XHHW- 2 IN ( PVC COATED) GALVANIZED RIGID STEEL CONDUIT FOR ITS ENTIRETY.
PRESS. XMTR ( PT- 01051)
5. ALL 1/0 SHALL BE PROTECTED WITH FUSES AND INTERPOSING RELAYS. 0 6. INSTALL MODULES AND ACCESSORIES PER MANUFACTURER REQUIREMENTS AS REQUIRED. LL_ WET WELL PUMP E- ONE CONTROL PNL.
0 O
O
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c' TrrL COLUMN
PROOFED)
EQ. GND. TAP (# 2
INSUL. CU) TO
GND SYSTEM
EEL COLUMN OR
QUIP. SKID
ILL & TAP HOLD
R %2"- 13 BOLT
BREAK EDGES
AT CORNERS
TAP (# 2
INSUL. CU) TO
GND SYSTEM
D ET - A
GND
CLIP
BILL OF MATERIALS
NO. DESCRIPTION QTY
O
SERVIT POST CONNECTOR, 2/C, 1/2"- 13 LONG STUD,
2-# 2/ 0 W/ NUT & LOCKWASHER, BURNDY# K2C25B1
1 OGROUND
CLIP, MILD STEEL, 5" x 3" x 1/4"
FIELD FABRICATE - SEE DET- A
1 GROUNDING CONNECTION - EQUIP/ STEEL COLUMN DETAIL
ALTERNATIVE TAP
CONNS.
EQ. GND. TAP
6 INSUL. CU)
I
4 MAIN GND. LOOP
4 BARE CU)
i \/
z
75 BILL OF MATERIALS
NO. DESCRIPTION QTY
OGROUND
ROD, 5/ 8" DIA. x 8', COPPER - CLAD STEEL 1
OGROUND
ROD CONNECTOR ( 5/ 8"- 3/ 4", 2/ 0 SOL- 250)
BURNDY # GAR6429 OR EQUAL.
1 OGROUND
ROD CONNECTOR ( 5/ 8"- 3/ 4", # 4 SOL- 2/ 0)
BURNDY # GAR6426 OR EQUAL.
1 OGROUND
CABLE CONNECTOR (# 2/ 0- 250 TO # 442/ 0)
BURNDY # GX2926 OR EQUAL.
1 GROUND ROD INSTALLATION DETAIL
WELD BY
EXOTHERMIC
PROCESS
6 Uu
GROUND
CABLE
GROUND EXO WELD DETAIL
RILL HOLE FOR
13 BOLT
NTS I A
NTS I D
NTS
I
G
GROUNDING ELECTRODE
CONDUCTOR (# 2 MIN) NEC 250. 50 ( A) ( 3)
PROVIDE 1" PVC
SCH 80 SLEEVE
DORO OR ( D-
SELECT GROUND
CONNECTOR BASED ON
RE - BAR SIZE
20' 4'
MIN.
L
CONCRETE
FOUNDATION
A.
BILL OF MATERIALS
NO. DESCRIPTION QTY
O#
4 RE - BAR, 1/2" DIA. -
USE GND. CONN. BURNDY # GAR1126
1 O#
5 OR # 6 RE -BAR, 5/ 8" OR 3/4" DIA. -
USE GND. CONN. BURNDY # GAR6426
1 O
7 OR # 8 RE -BAR, 7/8" OR 1 "DIA. -
USE GND. CONN. BURNDY # GAR1426
1 GROUND BOND TO REBAR DETAIL
12"
MIN.
24"
MIN.
3"
MIN.
FINISHED GRADE
d 4 d
Al
PWR
4 CTR
3" 1211
MIN. MIN.
26" MIN.
NOTES:
17'i'ri\ 7ri' i7
NTS I B
6" WIDE 4. 5 MIL THICK METAL DETECTABLE
POLYESTER TAPE CONTINUOUSLY
IMPRINTED ON ONE SIDE OF TAPE,
CAUTION: BURIED ELECTRIC LINE BELOW"
BLACK LETTERS ON RED BACKGROUND)
CLEAN BACKFILL
TAMP TO 95% COMPACTION)
6 BARE CU GROUNDING
CONDUCTOR
MINIMUM 2 SACK RED SLURRY
CONDUIT( S) - SIZE AND
NUMBER AS REQUIRED
2"
MIN.
PROVIDE LISTED
SADDLES EVERY 5- FEET
311 ( TYP)
MIN. I
SEE PLANS FOR CONDUITS
1. ALL DIMENSIONS ARE MINIMUM. SEE PLANS AND CONDUIT SCHED.
2. BARE COPPER INSTALLED PER NEC 250. 52 ( A)( 3).
3. MAINTAIN 24" MINIMUM CLEARANCE FROM POWER CONDUITS AND GAS/ SEWER LINES.
4. MAINTAIN 12" MINIMUM CLEARANCE FROM POWER CONDUITS AND WATER/ CONTROL LINES.
5. MAINTAIN 2" MINIMUM FROM OTHER CONDUITS.
6. INSTALL CONDUIT SUPPORT EVERY 5 FEET MINIMUM.
7. INSTALL # 4 REBAR CAGE EVERY 5 FEET MINIMUM.
8. REPLACE SOIL/ CONCRETE WITH IN KIND MATERIAL AFTER COMPLETION
9. ALL UNDERGROUND CONDUIT TO BE PVC COATED RGS.
TYPICAL DUCT BANK DETAIL
NO. DESCRIPTION CITY DATE VID DATE
APPROVED CHANGES
NTS H
DRILL FOR 1/2" DIA. SILICON BRONZE
BOLT
GROUND LUG
GROUNDING CABLE
SIZE AS SHOWN
ON PLANS)
1/4" X2" X3" STELL PLATE ROUNDED
CORNERS. DRILL FOR EQUIPMENT
MOUNTING ANCHOR BOLT CLEARENCE
GROUND CONNECTION TO ANCHOR
BOLTS LARGER THAN 1/2" DIAMETER
EXTRA NUT
LOCKWASHER
AlG ' d d
EQUIPMENT BASE
EQUIPMENT
FOUNDATION
NOTE:
GROUND LUG SHALL BE BOLTED TO THE ANCHOR WITH A SECOND NUT AND LOCKWASHER. WHEN THE ANCHOR BOLT IS TOO LARGE FOR THE GROUND LUG A STEEL PLATE SHALL BE PROVIDED. DRILLED FOR ANCHOR BOLT CLEARANCE AND INSTALLED AS SHOWN WITH GROUND CONNECTOR BOLTED TO THE STEEL PLATE WITH 1/2" SILICONE BRONZE BOLT NUT AND FLAT WASHER.
EQUIPMENT GROUNDING DETAIL NTS C
WPCOF ^ ^^'^
ON EACH
CABI
OUTDOI
RATED CAE
GROUND STRAP
MANUFACTURER RI
JUNCTION
BOX ( TYP)
GRS PVC
GRS PVC FAi
ELBOW AND
CONDLIF
SCH
R ( PT)
N P& ID)
D PER
FY SW LOCABLE NEMA 4A
ID INSTR.
0 ADJACENT
YP) # 10 GRIN, CU INSUL.
THIS DETAIL
1T BASE
S STEEL
BOLTS
ZETE PAD
WITH TOP 2"
ABOVE GRADE
NOTE:
1 . STAINLESS STEEL SUPPORT WITH TWO HOLE BASE ON EACH SIDE AND HEIGHT OF HORIZONTAL UNISTRUT SUPPORT SHALL BE 12" MINIMUM.
FIELD INSTR. DEVICE GROUNDING DETAIL
316 SS STEEL TIE WIRE
STAMPED 3/ 16" HIGH
LETTERING, CONDUIT NUMBER
PER CONDUIT SCHEDULE
P- POWER
C- CONTROL
CONDUIT LABELING DETAIL
PXXXX CONDUIT
1" DIA. BRASS NAMEPLATE, 0. 047"
MINIMUM THICKNESS.
n
n
W
NTS F
H
0 O
O
NTS I J E 6. 0
BUENA SANITATION DISTRICT
IMPROVEMENTPLANSFOR: EMERGENCY MODIFICATIONS
BUENA OUTFALL FORCE MAIN, PHASE III
ELECTRICAL DETAILS I
PROVED
SEE TITLE SHEET
GREG MAYER RCE EXPIRES DA
BENCH MARK: DATUM:
SEE SHEET 1 OF 52 - TITLE SHEET
SHEET 49 OF52
DRAWING NO.
4505
ENGINEER OF WORK RCE EXP. LIC. DATE DATE
06/24/2025
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CONCRETE EXPANSION ANCHOR
APPROV' D FOR CMU WALL USE,
MINIMUM 3/ 8" DIAMETER - SIZED
LARGER AS REQUIRED BASED
ON SUPPORTED LOAD
CMU
WALL
1 5/ 8" M IN
a
a a
4 o APPRO
a (
TYP)
p 4
o
o
a
a a
13/ 32" DEPTH x 13/ 16" WIDE
UNISTRUT P7000 OR EQUAL
316 SS HARDWARE TYPE,
STAINLESS BOLT, NUT &
WASHER AS REQUIRED
EQUIPMENT ENCLOSURE
WITH EXTERNAL MOUNTING
FEET ( SIMILAR MOUNTING
FOR ENCLOSURES WITH
INTERNAL MOUNTING HOLES)
NOTE:
APPLICABLE FOR ALL NON CAST- IRON ENCLOSURES OR BOXES, PVC COATED STURT AND ASSOCIATED FITTINGS PER EXISTING CONDITIONS AT SITE.
EQUIPMENT ENCLOSURE MOUNTING ON CMU WALL DETAIL
PVC COATED GRS OUTDO`
GRS INDOO
BUSHING OR METAL COUPLII
TO DEVICE PER PLANS/ DETAI
MINIMUM 6 INCH STUB
ABOVE GROUT
APPROV
TAPE GRS,
SE
NTS I_1
NOTES:
1) CLASSIFIED AREAS DEFINED BY 2020 NFPA 820 TABLE 4. 2 ROW 11.
ALSO REFER TO ANNEX A FIGURE A- 4- 2( C) NFPA 820.
2) EXPOSED CONDUITS WITHIN CLASSIFIED BOUNDARY AS DEFINED HERE IN SHALL BE PVC COATED GRS.
3) WET WELL AREA SHALL BE LISTED AS CLASS 1 DIVISION 1. 4) CONTRACTOR SHALL INSTALL EYS SEAL ON CONDUIT RUN COMING FROM WE WELL. SEAL SHALL BE LOCATED AT THE LIFT STATION CONTROL PANEL. SEAL OFF SHALL CONFORM TO THE NATIONAL
ELECTRICAL CODE FOR CLASS 1, DIVISION 1 HAZARDOUS AREA. 5) CONTRACTOR SHALL INSTALL APPROVED COMPOUND/ HERMETIC
SEALS AT THE END OF THE CONDUIT RUNS INTO VAULT WALL TO PREVENT MOISTURE FROM ENTERING CONDUIT.
6) CONDUIT SHALL BE CONTINUOUS PBC COATED GRS FROM WET
WELL TO EYS SEAL OFF OR 18" AIR CAP.
rlKlAl r+ nnr% r
2" MIN. CONDUIT SHALL BE
PVC COATED GRS FROM
WET WELL TO EYS SEAL
TYPICAL). SEE NOTE 4.
HAZARDOUS AREA CLASSIFICATION DETAIL
STAINLESS STEEL
ANCHOR BOLTS WITH
CONCRETE INSERTS
TYP)
1" MIN.( TYP)
CHANNEL
IFRAMINGZSUPPORT
a.
a a.
PVC SCH. 40 CONDUIT 12" a
PER PLANS/ DETAILS MAX a `
toNOTES:
GRS TO PVC SCH. 40 a` a
1. ALL DIMENSIONS SHOWN ARE MINIMUM. COUPLER, USE
APPROVED WRAP aD
2. PROVIDE 6 INCH COVER OF CONCRETE WITHIN 2 FEET MIN. OR FOR TAPE 3" ( TYP) D D
ALL VEHICLE TRAFFIC AREAS PER DETAILS AND PLAN. a
3. TYPICAL FOR EXPOSED CONDUIT TRANSITION FROM U. G. TO ABOVE CMU WALL MOUNTED GROUND.
4. PVC GRS BEND SHALL EXTEND A MIN. OF 5- FEET UNDER ALL CIRCUMSTANCES OF 450 AND GREATER. CONDUIT 1- 1/ 4" AND
SMALLER SHALL BE ONE CONTINUOUS PIECE OF CONDUIT. MIN
CONDUIT SIZE SHALL BE 3/ 4". ( NOTE APPROVED WRAP TAPE PER AHJ.)
TYPICAL CONDUIT STUB - UP DETAIL NTS C
CONDUIT CLAMP,
SIZE AS
REQUIRED ( TYP)
EXPOSED CONDUIT SUPPORT DETAIL
NO. DESCRIPTION ICITY
APPROVED CHANGES
VJ-. r T.-. M 7._ rJ iiw T.-... 1
HERMETIC SEAL
TYPICAL)
DATE I VID 1 DATE
a' D CAST MALLEABLE IRON
SPACER AND ONE HOLE
IN
STRAP
p
STAINLESS STEEL
D
GALVANIZED SCREW AND
CONCRETE INSERT
CEILING OR CMU WALL MOUNTED
ENGINEER OF WORK RCE EXP. LIC. DATE UmiF_
BY VENDOR " E ONE" SEWER
SYSTEM DH071
NTS I D
W
H
E6. 1
BUENA SANITATION DISTRICT
IMPROVEMENTPLANSFOR: EMERGENCY MODIFICATIONS
BUENA OUTFALL FORCE MAIN, PHASE III
ELECTRICAL DETAILS II
APPROVED
SEE TITLE SHEET
GREG MAYER RCE EXPIRES DATI
BENCH MARK: DATUM:
SEE SHEET 1 OF 52 — TITLE SHEET
SHEET 50 OF52
DRAWING NO.
4505
06/24/2025
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INSTRUMENT IDENTIFICATION LETTERS ( FSS) LINE NUMBERING GENERAL INSTRUMENT OR FUNCTION SYMBOLS ABBREVIATIONS
FIRST - LETTER ( F) SUCCEEDING - LETTERS ( SS) PRIMARY PRIMARY AUXILIARY AE ANALYTICAL SENSOR REM REMOTE 00" - INFLT - 001 ( EXAMPLE) FIELD LOCATION LOCATION LOCATION HARDWARE Al ANALOG INPUT RF RADIO FREQUENCY
MEASURED OF
MODIFIER
READOUT PASSIVE
OUTPUT FUNCTION MODIFIER SEQUENTIAL LINE NO. MOUNTED ACCESSIBLE INACCESSIBLE ACCESSIBLE INTERLOCK AIT ANALYTICAL INDICATOR TRANSMITTER RIO REMOTE INPUT- OUTPUT
INITIATING VARIABLE FUNCTION FLUID CODE
NOMINAL LINE SIZE
TO OPERATOR TO OPERATOR TO OPERATOR AMP AMPERE RST RESET
AO ANALOG OUTPUT RTU REMOTE TELEMETRY UNITA ANALYSIS ALARM DISCRETE 0AT OIINSTRUMENTS ANALYTICAL TRANSMITTER RVSS REDUCED VOLTAGE SOFT STARTER
EQUIPMENT NUMBERING
SHARED DISPLAY
CONTROL11 B
BURNER, COMBUSTIONUSER' S CHOICEUSER' S CHOICEUSER' S CHOICEATS
AUTOMATICTRANSFER SWITCH SES SERVICE ENTRANCESECTION CB CIRCUIT BREAKER SP SETPOINT FSS - PP T NN (EXAMPLE)SHARED PLC " SOFT" CHV CHECK VALVE SPD SPEED COMPUTER
INTERLOCK
CCONDUCTIVITYCONTROLLER ITEM NUMBERCL2 CHLORINE SPR SPARE SERIES ( TRAIN) LOCATIONFUNCTION 0 DI
DIGITAL INPUT SS START/ STOP ( MAINTAINED) D
DENSITYDIFFERENTIAL PROCESS LOCATION SUCCEEDING
LETTERS INSTRUMENT
ID) DO
DIGITAL OUTPUT STG MANUAL STOP GATE ETM
ELAPSED TIME METERSUG SLUICE GATE PROGRAMMABLELOGIC
CONTROLI
SENSOR,
PRIMARY E
VOLTAGEEXIST EXISTING TE TEMPERATURESENSOR ELEMENT
FIRST LETTER FCV MODULATINGCONTROL VALVE TG TEMPERATUREGAUGE VALVESYMBOLSMECHANICAL EQUIPMENT F
FLOWRATE RATIO
EXAMPLE: ( INSTRUMENT ID) FE FLOW SENSORTI TEMPERATUREINDICATOR FRACTION) LT- 03121 - RAS/ WAS PUMP STATIONNC NO o METERING ULTRA SONIC QoEl ULTRA PUMP
FLOW
INDICATORTIT TEMPERATUREINDICATOR TRANSMITTERG
GAUGE, GENERAL GLASS VIEWINGDEVICE LEVEL
TRANSDUCER #1 H N GATEVALVEU LEVEL
TRANSMITTER
FIT
FLOW INDICATORTRANSMITTERTNK TANK PROCESS
LOCATION ( PP) SERIES LOCATION (TT) X GATEVALVE M
BALLVALVECENTRIFUGAL O
CHEMICAL
FIR
FORWARD - REVERSE TS TEMPERATURESWITCH FS
FULL SPEEDTSH TEMPERATURESWITCH HIGH H
HANDHIGH, OPENED00 MISCELLANEOUS0 SHEET 0 01
WATERFALLP. S. 1 SHEET 1 DIAPHRAGM VALVE PUMP
OR BLOWER =
INJECTOR OR FT FLOW TRANSMITTERTT TEMPERATURETRANSMITTER I CURRENT (ELEC.) INDICATING,
02 OCEAN TOWER P. S. 2 SHEET 2 PLUG VALVESTATIC MIXER GPD GALLONS PER DAY TV TELESCOPINGVALVE INDICATOR 3 SHEET 3 4
SHEET 4 Pinch
VALVE 3-
WAYBALL VALVEM SUBMERSIBLEFLOW
METER GPH
GALLONS PER HOURUPS UNINTERRUPTIBLEPOWER SUPPLY GPM
GALLONS PER MINUTEV MANUAL VALVE J
POWERSCAN 5
SHEET 5 6
SHEET 6 NEEDLE
VALVE MUD
VALVEM
PUMP OR
MOTORHMI HUMAN MACHINE INTERFACE VFD VARIABLE FREQUENCY DRIVE HOA
HAND - OFF - AUTOXV AUTOMATED VALVE TIME,
TIME RATE K
TIME
SCHEDULEOF CHANGECONTROL
STATION 7
SHEET 7 FLANGED BUTTERFLY Cr, HOR HAND - OFF - REMOTEZS SWITCH POSITION WAFER/
LUGGED BUTTERFLYROTAMETER HS
HAND SWITCHJB
JUNCTION BOX LLEVELLIGHT LOW, CLOSEDFLUID CODE ABBREVIATIONEQUIPMENT NUMBERS CHECK
VALVE TURBINE PUMP
LCP LOCAL CONTROLPANEL PWPOTABLE WATER EQUIPMENT # STARTING AT M
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GEOLOGIC AND GEOTECHNICAL INVESTIGATION
WEST SEGMENT
BUENA OUTFALL FORCE MAIN - PHASE III
CITY OF VISTA/ BUENA SANITATION DISTRICT
VISTA ( CARLSBAD), CALIFORNIA
CIP 8131
Prepared for
LEE & RO, INC.
San Diego, California
Preparedby
TERRACOSTA CONSULTING GROUP, INC.
San Diego, California
Project No. 2613- 01
March 5, 2014
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Geotechnical Engineering
Coastal Engineering
Maritime Engineering
Project No. 2613- 01
March 5, 2014
Ms. Emily Long, P.E., Civil Engineer
LEE & RO, INC.
1199 S. Fullerton Road
City of Industry, California 91748
GEOLOGIC AND GEOTECHNICAL INVESTIGATION
WEST SEGMENT
BUENA OUTFALL FORCE MAIN - PHASE III
CITY OF VISTABUENA SANITATION DISTRICT
VISTA ( CARLSBAD), CALIFORNIA
CIP 8131
Dear Ms. Long:
In accordance with your request and our subconsultant agreement dated March 13, 2013, TerraCosta Consulting Group, Inc. ( TCG) is pleased to submit this report of our geologic and geotechnical investigation covering the west segment of the Buena Outfall Force Main — Phase III project. The project alignment generally extends north along Paseo Del Norte from Station Nos. 10+00 to 23+ 00 at the intersection with Palomar Airport Road, and then east along Palomar Airport Road to Station No. 133+00, overlapping with our earlier studies of the east segment, reported December 18, 2008, and October 13, 2009 ( listed in the References section of this report).
This report presentsthe results of our recent field studies and geotechnical engineering evaluation andprovides geotechnical input for both cut -and -cover and trenchless construction.
We appreciate the opportunity to work with you on this project and trust this information meets your needs. If you have any questions or require additional information, pleasegive us a call.
Very truly yours,
TERRACOSTA CLWSULTING GROUP, INC.
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MurphyCanyon Road, Suite 200 A San Diego, California92123- 4450 A ( 858) 573- 6900 voice A ( 858) 573- 8900fkx www. tetTacosta.com
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TABLE OF CONTENTS
March 5, 2014
1 INTRODUCTION........................................................................................................................ 1 2 PROJECT DESCRIPTION.......................................................................................................... 1
2. 1 Existing Utilities............................................................................................................... 2
2. 2 Previous Studies................................................................................................................ 2 3 SCOPE OF WORK...................................................................................................................... 3 4 SCOPE OF INVESTIGATION.................................................................................................... 3
4. 1 Drilling and Sampling....................................................................................................... 3
4. 2 Geotechnical Testing......................................................................................................... 3
4. 2. 1 In -Situ Testing..................................................................................................... 3
4. 2. 2 Laboratory Testing............................................................................................... 4 5 PHYSIOGRAPHY....................................................................................................................... 4 6 GEOLOGY................................................................................................................................... 4
6. 1 Santiago Formation ( Tsa/ Tt)............................................................................................. 5
6. 2 Terrace Deposits ( Qtl — Qt3) ( Bay Point Formation)....................................................... 5
6. 3 Alluvium and Colluvium ( Qal)......................................................................................... 6
6. 4 Fill..................................................................................................................................... 6 7 GEOLOGIC HAZARDS.............................................................................................................. 6
7. 1 Geologic Hazards Associated with Earthquakes............................................................... 6
7. 1. 1 Ground Shaking................................................................................................... 7
7. 1. 2 Fault Rupture....................................................................................................... 8
7. 1. 3 Tsunamis and Seiches.......................................................................................... 8
7. 1. 4 Seismic - Induced Flood........................................................................................ 8
7. 1. 5 Liquefaction......................................................................................................... 9
7. 2 Landslides......................................................................................................................... 9
7. 3 Soil Chemistry.................................................................................................................. 9
7. 4 Surface Water and Groundwater Conditions.................................................................. 10
7. 5 Expansive Soils............................................................................................................... 10 8 DISCUSSION............................................................................................................................ 10
8. 1 Cut - and - Cover Construction........................................................................................... 10
8. 2 Trenchless Construction.................................................................................................. 12 9 CONSTRUCTION CONSIDERATIONS.................................................................................. 13
9. 1 Construction Advisories.................................................................................................. 13
9. 1. 1 Excavation.......................................................................................................... 13
9. 1. 2 Remnants of Previous Construction................................................................... 13
9. 2 Construction Considerations that Influence Design........................................................ 14
9. 3 Construction Considerations that Influence Specifications ............................................ 14
9. 4 Construction Monitoring and Instrumentation................................................................ 14
9. 5 Hazardous Waste Considerations.................................................................................... 14
9. 6 Locally Difficult Site Conditions.................................................................................... 15 I
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TABLE OF CONTENTS
Continued)
March 5, 2014
10 RECOMMENDATIONS........................................................................................................... 15
10. 1 Site Preparation and Earthwork Operations.................................................................... 15
10. 1. 1 Site Preparation and Earthwork Operations....................................................... 15
10.1.2 Excavations and Shoring Requirements............................................................ 16
10. 2 Buried Utilities................................................................................................................ 17
10.2.1 Pipeline Anchorage and Sliding......................................................................... 17
10. 2. 2 Pipeline Design.................................................................................................. 18
10.2.3 Pipe Trench, Pipe Bedding, and Pipe Zone Backfill Criteria ............................ 18
10. 3 Trenchless Installation.................................................................................................... 19
10.4 Design of Ancillary Structures........................................................................................ 20
10. 4. 1 General............................................................................................................... 20
10.4.2 Bearing Capacity................................................................................................ 21
10. 4. 3 Settlement.......................................................................................................... 21
10. 4. 4 Slope Setback..................................................................................................... 21
10. 4. 5 Lateral Resistance.............................................................................................. 22
10. 5 Retaining Walls............................................................................................................... 22
10. 6 Construction Material Compatibility.............................................................................. 23 11 CONCLUSIONS 23
12 LIMITATIONS.......................................................................................................................... 24
REFERENCES
TABLE 1 SUMMARY OF TRENCHLESS CONSTRUCTION TECHNIQUES
TABLE 2 SUMMARY OF CHARACTERISTICS OF TRENCHLESS
CONSTRUCTION
FIGURE 1 VICINITY MAP
FIGURE 2a — 2d BORING LOCATION MAP
FIGURE 3a — 3d PRE - DEVELOPMENT SITE CONDITIONS WITH GENERALIZED
ALIGNMENT OF PROPOSED FORCE MAIN PIPELINE
FIGURE 4 GEOLOGIC MAP
APPENDIX A LOGS OF TEST BORINGS
APPENDIX B LABORATORY TEST RESULTS
APPENDIX C DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM
DIGITIZED FAULTS AND DETERMINISTIC SITE PARAMETERS
APPENDIX D CALTRANS SPECIFICATIONS FOR TRENCHLESS TECHNOLOGY
PROJECTS
u
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Project No. 2613- 01
GEOLOGIC AND GEOTECHNICAL INVESTIGATION
WEST SEGMENT
BUENA OUTFALL FORCE MAIN - PHASE III
CITY OF VISTA/ BUENA SANITATION DISTRICT
VISTA ( CARLSBAD), CALIFORNIA
CIP 8131
1 INTRODUCTION
March 5, 2014
This report presentsthe results of our geotechnical investigation of the proposed alignment of the west segment of the Buena Outfall Force Main - Phase III ( CIP 8131) project. Our investigation was performed asinput to the 60 percent design submittal.
Figure 1, the Vicinity Map, shows the general location of the alignment in relation to principal roadways andtopographic features.
The purpose of this work is to provide information and geotechnical engineering opinions regarding the general geologic and geotechnical conditions along the proposed pipeline aligmnent, to comment on the suitability of the proposed alignment and the utilization of trenchless construction, and to provide geotechnically related recommendations for the design of the proposedpipeline.
2 PROJECT DESCRIPTION
The Buena Outfall Force Main - PhaseIII project will realign and extend the existing force main with a new pipeline generally following west and southbound lanesof Palomar Airport Road and PaseoDel Norte, respectively, asindicated on Figures 2a — 2d, the Boring Location Map, which also shows current topography and estimated cut/fill boundaries along the alignment.
A discussion of the east segment of the pipeline is presented in our report titled Geotechnical Design Report, Buena Outfall Force Main — Phase III, City of Vista/Buena Sanitation District, Vista ( Carlsbad), California, CIP 8131," dated October 13, 2009.
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Plans indicate that the proposed pipeline will vary in size, ranging from 15 inches to 30 inches in diameter, and will range from approximately 6 to 20 feet below the existing ground surfacealong the proposed alignment.
We understandthat the majority of the proposed pipeline is to be constructed using cut -and - cover methods. However, trenchless methods may be employed at the various street intersections and other critical locations along the alignment to reduce impacts to traffic and utilities. One suchlocation for the use of possible trenchlessmethods is in the general areaof the intersection of Palomar Airport Road and Paseo Del Norte,
2. 1 Existing Utilities
Numerous buried utilities exist along, and across, the proposed right- of-way. No detailed information concerning the locations, types, and depths of these buried utilities was available at the time of our document review. However, during our field investigation, we observed that they include gas, water, sewer, and storm drains, as well as underground telephone, television, and electric utilities.
Utilities within the project limits may require protection or relocation during construction.
As such, the contractor should verify the location of all utilities within the right- of-ways, and take the necessaryprecautionsto protect all utilities and to reduce any potential for disruption of service. Likewise, care should be taken during construction to minimize disruption to the properties adjacent to the alignment and to maintain access to those properties where conflicts exist.
2. 2 Previous Studies
A previous study was performed as part of the 10 percent design submittal for the west segment. That study, titled " Preliminary Geologic and Geotechnical Evaluation, Westerly Segment, Buena Outfall Force Main — PhaseIII, the City of Vista/Buena Sanitation District, Vista ( Carlsbad), California, CIP 8131," dated May 29, 2013, was performed by TerraCosta Consulting Group, Inc. ( TCG) to provide planning -level information as well as engineering geologic and geotechnical opinions regarding the proposed pipeline alignment and construction techniques. Additionally, an earlier study was completed for the east segment end of the project. That study, the results of which were presentedin our October 13, 2009, report, was alsoperformed by TCG to provide 100percent design -level input for the project.
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3 SCOPE OF WORK
Our scope of work for this phase of the project consisted of the following tasks:
Collect and review available reports, drawings, and other available information pertaining to the project alignment;
Review historic stereopair aerial photographs;
Review relevant project reports and information from our in-houseproject files; Perform a field investigation to explore subsurface conditions, performing in -situ testing, and collecting soil samplesfor laboratory testing; Perform laboratory tests on selected soil samples from our field exploratory program; Perform geotechnical and geologic analyses; and
Prepare this report, which summarizes our findings and recommendations. 4 SCOPE OF INVESTIGATION
4. 1 Drilling and Sampling
Our field investigation, performed January 21 and 22, 2014, consisted of drilling, sampling, and logging twelve soil auger borings utilizing a truck -mounted Marl M5 drill rig. Depths drilled for the investigation ranged from 11 to 21.5 feet below the existing ground surface.
Both relatively undisturbed and disturbed samples were collected and preserved for laboratory testing and analysis. A Registered Geologist from TCG supervised the drilling operations and logged the test borings. The locations of the test borings are presented on Figures 2a — 2d and 3a — 3d, and logs of the test borings are presentedin Appendix A.
4. 2 Geotechnical Testing
4. 2. 1 In -Situ Testing
Standardpenetration tests (SPT) were performed asthe hollow -stem auger borings advanced to evaluatethe relative competenceof subsurfacematerials. The penetration resistance (blow Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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counts) and description of soils recovered are presented on the logs of test borings in Appendix A.
4. 2. 2 Laboratory Testing
Laboratory tests were performed to develop engineering indices, to characterize the soil properties, and to assessthe corrosive nature of the soils. The results of theselaboratory tests areprovided in Appendix B.
5 PHYSIOGRAPHY
The project alignment ( including both east and west segments) is situated in the northwestern part of San Diego County and generally follows the alignment of Palomar Airport Road for a distance of 6,700 feet traveling west from El Camino Real to PaseoDel Norte in the City of Carlsbad.
The west segment alignment is located within a rapidly developing semi -rural area of San Diego County characterized by relatively flat coastal terrace terrain incised by westerly flowing drainages. Palomar Airport Road and the proposed new force main alignment generally follow Canyon De Las Encinas, one of the many westerly flowing drainages that cross the coastal terraces. Within ( and near) the alignment corridor, surface ground elevations along the alignment range from approximately 55 feet ( MSL) at the west end on Paseo Del Norte to 160+ feet at the connection with the east segment. As the area has undergone significant development in recent decades, we have presented both current topography in Figures 2a — 2d and pre -development topography, circa 1963, in Figures 3a — 3d. Also, to illustrate the grading for construction of the roadway along the proposed pipeline alignment, we have shown our generalized estimatesof cut and fill areason both of these figures.
6 GEOLOGY
The project alignment is located within the Peninsular Ranges Geomorphic Province.
Located along the west margin of this province are the coastal terraces that form that coastal plain of San Diego County. The geology of the coastal plain is characterized by thick Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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sequences of interbedded Eocene marine siltstones, claystones, sandstones, and conglomeratescovered by a veneer of recently developed soils. At depth, these deposits are underlain by Jurassic to Cretaceous -age metavolcanic and granitic rocks, which rise toward the east and north. General limits of the soil and rock units mapped as being exposed ( Figure 4), or underlying the project alignment within possible construction depths, are described below. It is important to point out that severalportions of Canyon De Las Encinas appearto have been in - filled to create more cultivated areas within the canyon. As such, during our field investigation we encountered deeper fills adjacent to, and within, the canyon drainage than onewould generally anticipate given regional geologic maps.
6. 1 Santiago Formation ( Tsa/ Tt)
Encountered along the entire alignment, the middle Eocene -age SantiagoFormation consists of light colored, poorly bedded, poorly indurated, fine- to medium - grained sandstone interbedded with siltstone and claystone. In general, these soils can be excavated with typical medium to heavy construction equipment without difficulty; however, our experience indicates that the Santiago Formation occasionally contains extremely hard, locally well - cementedzones and conglomerates, which may require the use of a ripper or rock -breaking equipment.
6. 2 Terrace Deposits ( Qtl — Qt3) ( Bay Point Formation) Where encountered in our test borings and from our review of available logs of geotechnical test borings and monitoring well borings by others, these Pleistocene -age formational soils consist of denseto very dense, silty to clayey sands (SM/SC) interbedded with stiff to very stiff, fine sandy clays and silts ( CL/ ML), with lenses or " zones" of clean friable sands ( SP), which are likely to represent localized beach or dune deposits within the more cohesive silty to clayey sand, clay, and silty beds. In addition, typical constituents within the coastal terrace units often include abundant gravels and cobbles as well as boulders with diameters of 12-inches or greater. These larger oversized clasts are generally found along the lower boundary of the terrace deposits. Lastly, the older coastal terrace deposits may also contain localized lenses of hard and well cemented soils.
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6. 3 Alluvium and Colluvium ( Qal)
These soils, which are deposited in the bottoms of the natural drainages, consist predominantly of unconsolidated silts, clays, sands, and occasional gravels derived from the local hillsides. In addition, portions of the canyon floor that are mapped as alluvium and colluvium as evidencedby severalof our borings and resulting geomorphic interpretation are mantled by fill soils that appearto have been placed prior to the pre -development topography shown in Figures 3a — 3d. One such areawithin the canyon is up -station of Station 57+00.
In this area, fill soils were generally encountered throughout the depths explored where the depthsranged up to approximately 20 feet (seeindividual boring logs presentedin Appendix A for specific details).
6. 4 Fill
Fill soils cover much of the alignment, with estimated depths ranging from 0 to 30± feet.
These fill soils, which are typically derived locally from the above -described formational units, consist predominantly of silty to clayey sandsand sandy clays. We anticipate that the deepest fills in the west segment are at the east end ( see Figures 3a — 3d). 7 GEOLOGIC HAZARDS
Depending on where a project is located, it may be exposedto risks associatedwith various geologic hazards, including the effects of earthquakesand fault rupture, landslides, expansive soils, collapsible soils, corrosive soils, and the effects of groundwater. A brief description of these various geologic hazards and their possible impact on the project is presented below.
7. 1 Geologic Hazards Associated with Earthquakes
Geologic hazards associated with earthquakes generally include ground shaking, fault rupture, tsunamis, seiches, seismic -induced flooding, liquefaction, seismic -induced ground settlement, and seismic -induced slope instability. With respect to thesehazards, we have the following comments.
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7. 1. 1 Ground Shaking
March 5, 2014
The project site is located in a moderately active seismic region of SouthernCalifornia that is subject to significant hazards from moderate to large earthquakes. To illustrate this, we used the computer program EQFAULT to identify nearby faults relative to the west end of the alignment. Using a search radius of 100 miles or 161 km and the California Geological Survey 2002 Fault Map, a total of 57 faults were identified. A listing of these faults is presentedin Appendix C. To assessthe more significant faults, we usedthe 1996attenuation relationships developed by Joyner and Boore for NEHRP Type D soil sites to estimate potential peak ground accelerationsthat would be produced during the maximum considered earthquake. From this assessment, the largest peak ground acceleration estimated at the site is approximately 0.47g.
To assess the historical seismicity of the site, we searched two databases of historical earthquakes. We searchedboth the California Geological Survey web -based databasethat will searchfor earthquakeshaving a magnitude of 5.5 or greaterwithin 50 km of a given site and the supplemented California Division of Mines database developed by Thomas Blake using his program EQSEARCH. EQSEARCH permits the user to search for historical earthquakesfor user specified distancesand for magnitudes greaterthan 4.0. For this project, we used a search radius of 100 miles or approximately 161 km. From the CGS web -based database, one historical earthquakehaving a magnitude greater than 5.5 was reported to have occurred on May 25, 1803, at a distance of approximately 39 km and had an estimated magnitude of 5. 5. Using EQSEARCH, a total of 1,073 earthquakeshaving a magnitude of
4. 0 or greater were found within 100 miles or 161 km of the site. The closest earthquake, which was also the largest earthquake, occurred on November 22, 1800, at an approximate distance of 8. 5 miles. This earthquake had an estimated magnitude of 6. 5 and is estimated to have generateda peak ground acceleration at the site on the order of 0.27g.
While examining the ground shaking likely produced by known faults and from historical events is helpful in assessing the ground shaking hazard at a site, the more common way of characterizing ground shaking at a site is in developing a design responsespectrum for the site. Using the 2013 CBC and the USGS seismic hazard calculator, one can estimate the maximum considered site modified response spectrum and the corresponding design response spectrum. These two spectra are generally quantified in terms of the short period spectral acceleration and the spectral acceleration at a period of vibration of a single degree Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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freedom system of 1 second. Using the USGS calculator and a site classification of Type D, the SMs (short period spectral acceleration) and SMI ( the spectral acceleration at 1 second) are computed for a site location of Latitude 33.1218 Longitude- 117.3192 of 0.798g and
1.197g, respectively. The design spectral accelerations of SDs and SDI are 0.460g and
0.690g, respectively. For the design spectrum, the estimated peak ground acceleration is approximately 0.31g.
7. 1. 2 Fault Rupture
Our review of aerial photographs and published geologic maps, as well as our geologic/ geotechnical reconnaissance in the general area of the project alignment indicate the following:
Currently published geologic mapping indicates no active ( documented movement in the past 11,000 years) or potentially active ( documented movement in the past 125,000 years) faulting across, or adjacentto, the project alignment; Numerous minor strain features are exposedin road cuts along Palomar Airport Road.
These minor faults ( generally with measured offsets of less than 5 feet) are described in the published literature as "not active;" and
Review of 1953 stereopair aerial photographs indicates no linear surface features crossingthe alignment which might be indicative of significant faulting.
In our opinion, the project risk associatedwith fault rupture is low.
7. 1. 3 Tsunamis and Seiches
It is our opinion that the risks associated with tsunamis and seiches is negligible.
7. 1. 4 Seismic - Induced Flood
It is our opinion that the potential for seismic -induced flooding of the site from retained bodies of water is negligible. However, as with any urban location, the site could be subjectedto flooding associatedwith a seismic -induced rupture of water mains.
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7. 1. 5 Liquefaction
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Within the depths explored, the soils we encounteredwere generally above the groundwater table. As such within the depths of our exploration, it is our opinion that the proposed project is located on soil deposits that have a very low to negligible susceptibility to liquefaction.
7. 2 Landslides
A review of aerial photographs, published reports, geologic maps, and our site reconnaissance did not reveal any features indicative of ancient natural landslides crossing the proposedpipeline alignment. However, from our review of DMG Open File Report No. 95- 04, Landslide Hazards in the Northern Part of San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Identification Map No. 35 ( Plate 35D, Encinitas Quadrangle), dated 1995, the site is located within an area that is designated Landslide Susceptibility 3-1, making the areagenerally susceptibleto landsliding. Additionally, Acton Geotechnical Consultants, Inc. has mapped landslides on the southerly slopes of Canyon De Las Encinitas within the area of the Palomar Oaks Business Park.
In our opinion, assuming that the extensive grading and development along, and adjacent to, Palomar Airport Road and the proposed pipeline alignment has mitigated the previously identified landslides, it is our opinion that the risk associated with landslides crossing the alignment is negligible.
7. 3 Soil Chemistry
As part of our work, we have completed laboratory testing of selected samplesto determine the soil chemistry as it relates to the potential for corrosion of metals and degradation of concrete. Test results ( see Appendix B) indicate water- soluble chlorides in the top 10 feet of soils along the alignment generally ranging from 31 to 738 parts per million of dry soil, and water-soluble sulfates within the same depth generally ranging from 42 to 301 parts per million of dry soil. Additionally, pH and resistivities of the soils range from 8.32 to 8.87 and 495 to 2,414 ohm -cubic centimeters, respectively. These test results indicate that the soils are moderately to severely corrosive to both steel and concrete. In addition, wastewater facilities are inherently a corrosive environment and, as such, we recommend that a corrosion expert review the data for additional design recommendations.
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7. 4 Surface Water and Groundwater Conditions
Although significant surface water and groundwater flows are not anticipated to be encounteredalong the majority of the alignment, it is likely that local perched groundwater conditions may be encountered, depending on seasonalrainfall and local irrigation practices.
The available boring logs from studiesby others near the general project site areadocument occurrences of " perched" groundwater, likely migrating downslope along boundaries between more pervious soils ( above) and less pervious soils ( below). Aside from these perched water occurrences a more extensive " regional" groundwater surface is indicated at approximate elevation 60 feet (MSL) on a " Groundwater Elevation Map" dated May 2005, prepared by LFR in a study for Carlsbad Properties, Inc. ( Geotracker website — http: // geotracker. waterboards. ca. gov).
7. 5 Expansive Soils
The clayey portions of the existing fills, the colluvium, and the Santiago Formation are considered expansive. As such, the use of these expansive soils should be restricted to general fill, and should not be used asbackfill aroundpipes and behind walls. 8 DISCUSSION
8. 1 Cut - and - Cover Construction
From our review of the plans, we understand that the majority of the proposed pipeline alignment will be constructed utilizing cut -and -cover construction. In general, the proposed pipeline will be excavatedwithin near -surface fill soils, alluvial soils, terrace deposits, and soils of the SantiagoFormation to depths ranging from approximately 6 to 20 feet. Based on our field investigation, fill soils greater than 5 feet deepare anticipated in those general areas designated as such on Figures 3a — 3d. In addition and depending upon the depth of the excavations, we anticipate that limited amounts of alluvium and colluvium may be encountered locally in those areaswhere historic drainages have been buried and filled -in during past grading operations (pleaserefer to Figures 3a — 3d and 4). Lastly, in areas where Palomar Airport Road crosses over adjacent hills and ridges, Santiago Formation soils may be encountered. Such locations include Station Nos.: 33+ 00 to 41+ 00, 44+ 50 to 47+ 00, 49+ 00 to 51+ 00, 53+ 00 to 55+ 00, 56+ 00 to 57+ 00, 60+ 00 to 63+ 00, 68+ 00 to 70+ 00, 73+ 00 Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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to 75+ 00, 78+ 00 to 79+ 50, 84+ 00 to 89+ 00, 110+ 00 to 120+ 00, 122+ 00 to 125+ 00 and 128+ 00 to 134+ 00.
We anticipate that the pipeline trenches can be excavated and recompacted using standard medium to heavy conventional construction equipment. However, dependingupon the depth of excavation, isolated zones of the Santiago Formation may require ripping or the use of a breaker to loosen those isolated zones. Penetration and excavation rates will be a function of the type and size of equipment that the contractor uses.
Our review of the conditions along the selected alignment indicates that the excavated materials will be predominantly silty to clayey sands, sands, silts and clays of the Santiago Formation, alluvial/ colluvial soils, terrace deposits, or locally derived fill soils. These soils will, in general, contain significant fines and, as such, will likely not be suitable for use as pipe bedding, backfill material around the pipe, or for placement within the pipe zone.
Excavations in existing fill, alluvial/ colluvial, or terrace soils may encounter loose to dense, silty to clayey sands. According to Cal/OSHA and OSHA, these soils would be considered Type B to Type C. As such, excavations within the on - site fill soils will need to be shored or sloped in accordance with Cal/ OSHA and OSHA requirements. It is the responsibility of the contractor to make and maintain safe excavations. As such, the contractor will need to have a competent person inspect the excavations daily to ensure excavation safety and to implement necessary mitigation activities to maintain worker safety. In addition, the contractor will need to adjust operations in order to avoid stockpiling or placing excavated materials, construction materials, or other surcharge loads adjacent to the pipeline excavations. Otherwise, the contractor will need to factor in these surcharge loads in assessing the excavation stability. Appropriate shoring protection should be utilized during the construction phase to reduce the potential for injury or damage to adjacent properties and/ or utilities.
With respect to groundwater, we anticipate that, for the most part, the excavations will be above the groundwater table. However, it is possible that locally occurring nuisance seeps and perchedwater may be encountered, dependingon the location and time of year.
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8. 2 Trenchless Construction
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We understand that trenchless construction alternatives are being considered where the alignment crosses certain street intersections and utilities, with the most likely method being thejack and bore method.
According to the Transportation ResearchBoard' s NCHRP Synthesis242 (TRB, 1997) titled Trenchless Installation of Conduits Beneath Roadways," the term " trenchless technology" is a term that describes the installation of conduits beneath the ground surface without open cutting. The trenchless construction techniques described in this document include auger boring, slurry boring, pipe jacking, microtunneling, horizontal directional drilling, pipe ramming, soils compaction methods, and utility tunneling. A brief description of these techniques and their typical characteristics is provided in Tables 1 and 2. Most of the trenchless construction methods described require vertical excavations at both the beginning reaction pit) andreceiving endsof the segmentsfor construction access.
For trenchless construction, the selected construction technique must be compatible with the parameters, including subsurface conditions, of a particular pipeline crossing. Improper selection of technique may ultimately result in construction delays or failures. According to Synthesis 242, the most common types of failure resulting from trenchless construction is subsidenceor heaveof ground surface.
The primary factors (apart from operational costs and the size of the construction area) that influence the selection of an appropriate trenchless construction technique are the pipe casing, diameter of conduit, length of bore, potential for ground movement, and soil conditions. By comparing the site and project conditions with the information contained in Table 2, the likely trenchless operations for the subject project are microtunneling, pipe jacking, and utility tunneling. With each of these methods, it is important to note that some variable soil conditions may complicate construction. While not commonly encountered in our borings, these conditions generally consist of potential cemented zones, cobbles and boulders, and variable competency of the sandstones, claystones, and siltstones of the Santiago Formation. For example, if microtunneling methods were to be selected, the tunneling machine would need to be able to grind through cemented zones and cobbles, as well as the dense to very dense, clayey sand matrix. Likewise, for pipe jacking and utility trenching, the excavation at the face of the bore may encounter cobbles that extend only Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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partially into the bore, thereby requiring special attention and extra time for their removal. In any event, the successof the trenchless operations will be greatly influenced by the skill of the contractor and suitability of the equipment chosen.
It should also be noted that, for some intervals, the pipe invert depth may be at, or near, the boundary between variably densefill soils and more competent terrace and formational soils.
Maintaining direction, while advancing an auger, along, or near, this irregular stratigraphic boundary between hard and soft materials, may require special care and attention and/or specialized equipment by the contractor to keep the auger on line.
Trenchless construction operations are generally conducted in enclosed areas. Hence, ventilation can be a critical safety element. Both Caltrans and the Greenbook provide guidelines and specifications for trenchless technology projects. A copy of the Caltrans Guidelines and Specifications for Trenchless Technology Projects is included for reference and information in Appendix D of this report.
9 CONSTRUCTION CONSIDERATIONS
9. 1 Construction Advisories
9. 1. 1 Excavation
All excavations shall comply with Cal/OSHA and OSHA requirements. In general, no surface loads, such as the weight of heavy equipment, should be placed near or adjacent to the top of any excavation. Effects due to surface loads on the adjacent excavations should be evaluated on a case -by -casebasis. As conditions warrant, modifications to the excavation operations and shoring systemsmay be required due to adjacent surface loads. Care should be taken during excavation to avoid removing support for any existing improvements, such as foundations, pavements, and buried utilities. Where there is insufficient space for sloped excavations, or where existing improvements require protection, shoring should be used.
9. 1. 2 Remnantsof Previous Construction
Construction of this improvement project may require the removal of existing facilities, including pavements, fencing, buried utilities, uncompacted fills, and other improvements.
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Construction debris generated during demolition should be removed from the site, and recycled or disposed of in a legal landfill. Remnantsof earlier construction could be present along the alignment.
9. 2 Construction Considerations that Influence Design
Based on our understanding of the proposed improvements, and our understanding of site conditions, it is our opinion that, in general, there are no significant geotechnically-related issues that would adversely influence project design. Minor issues associated with construction include the amount of non-rippable material that may be encountered, the presenceof an unknown hazardousmaterial that was not discovered during our investigation, and the exact quantity of earthwork.
9. 3 Construction Considerations that Influence Specifications Based on our understanding of the proposed improvements, and our understanding of site conditions, it is our opinion that the significant geotechnically-related issues that would adversely influence project specifications pertain to the possibility of encountering cobbles, boulders, and cemented zones that may be encountered.
9. 4 Construction Monitoring and Instrumentation
Based on our understanding of the proposed improvements, and our understanding of site conditions, it is our opinion that consideration should be given to monitoring settlement or heave during jack and bore operations to prevent damageto utilities, pavements, and other improvements.
9. 5 Hazardous Waste Considerations
No specific investigation or testing was conducted during our investigation to assessthe potential for contamination within the proposed project limits, and consequently, hazardous materials may be encountered during construction. In that case, additional environmental investigation may be required to explore their significance to the construction of the project.
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9. 6 Locally Difficult Site Conditions
Our characterization of the site is based on the results of our field reconnaissance, field investigation, and review of a limited amount of literature. One very difficult, if not impossible, aspect of site characterization is the task of attempting to predict with certainty any localized areas where stratigraphic zones of cobbles, boulders, and/ or cemented lenses might be encounteredaswell aswhen invert elevations may require excavation into less than competent soils that may require stabilization by overexcavation, placement of geo-fabric wrapped gravel mats, or other appropriate mitigation measures. Because only twelve points were investigated along the project alignment, and because cemented and hard zones of drilling were encounteredin our borings, we recommend that planning for the project include the assumption that such difficult conditions will be encountered both locally and randomly along the pipeline alignment.
If field conditions encounteredduring construction appearto be different than those indicated in this report, TCG should be notified immediately so that we may assessthe impact of such conditions on our recommendations.
10 RECOMMENDATIONS
10. 1 Site Preparation and Earthwork Operations
10. 1. 1 Site Preparation and Earthwork Operations
All grading and site preparation should be performed under the observation of the geotechnical engineer, and in accordance with project specifications. In addition, all vegetation, debris, and other deleterious materials should be removed from areas receiving fill. In general, all structural fill soils and other areaswhere special compaction efforts are recommended and required, such as pavement subgradesand pipe zone and pipe bedding, should be compacted to a minimum of 90 percent of the maximum dry density, as determined by ASTM Test Method D 1557-91. Moisture content in the fill should be the optimum moisture content plus or minus 2 percent.
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For compaction of pavement subgrades, we recommendthat the upper 6 inchesbe compacted to a relative compaction of 95 percent of the maximum dry density, as determined by ASTM Test Method D 1557- 91.
For compaction of pipe bedding and within the pipe zone, we recommend following the requirements setforth by the project specifications.
With respectto project specifications for earthwork operations, we recommend that either the 1997 Edition of Standard Specifications for Public Works with the County of San Diego Amendments or the latest edition of Caltrans StandardSpecifications be used for controlling earthwork operations.
Sincenumerousunderground utilities arelocated within the project area, we recommend that, prior to construction, the contractor verify the locations of all underground utilities that may be in conflict with the proposed improvements. In addition, depending on the means of construction, various utilities may need to be temporarily relocated to accommodate construction.
Finally, the geotechnical engineer should review the plans to evaluate whether the intent of the recommendations presented herein has been properly interpreted and incorporated into the contract documents.
10.1.2 Excavations and Shoring Requirements
We recommend that all trenches and excavations be designed and constructed in accordance with OSHA and CAUOSHA regulations. For preliminary planning purposes, we recommend using an OSHA soil classification of Type C for all excavations. During the excavations, the actual soil classification should be determined and modifications to the proposed operations be adjusted accordingly. In all instances, soil and trench conditions should be assessed by a competent person, in accordance with 29CRF Part 1926, Occupational Safety Health Standards - Excavations. In addition, we recommend that stockpiling of materials and excavated soils be kept away from the sides of the excavations so as to not impose additional surcharge loadings on the excavation shoring system. We recommend that during the installation of the shoring systems, the excavated soils and site conditions be reviewed to assess if modifications or adjustments to the design lateral loads and intended shoring system are warranted. This is especially important with respect to the Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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equipment operation adjacent to the excavation, the stockpiling of materials, water, and characteristics of soils being excavated. Lastly, for preliminary design of shoring systems, we recommendthe following:
An active lateral earth pressureof 35 pcf;
An ultimate passive earthpressureof 300 pcf;
For laterally -braced systems, we recommend a uniform pressuredistribution of 24 H psf, with H being the height of the excavation in feet; and A minimum uniform surcharge load of 120 psf, and if the actual surcharge load is higher, then the actual surcharge load should be used for design.
In addition, only limited test borings were drilled to investigate soil conditions within the areas of the proposed excavations. Perched water and, depending upon depth, groundwater may be encountered. As such, one should anticipate that portions of the proposed excavations could become saturated, extremely weak, and subject to caving.
10. 2 Buried Utilities
10.2.1 Pipeline Anchorage and Sliding
We recommend an allowable passive earth pressure of 150 pcf for thrust block design. For test conditions, we recommend that one- third increase this value. The allowable passive earthpressureincludes a factor of safety of 2.
We recommend an allowable bearing pressure of 500 psf for anchor blocks for no embedmentof the anchor block, and an allowable bearing pressureof 1,000 psf for 1 foot of embedment. We recommend a minimum bearing area for the anchor block of 1 foot by 1 foot square.
For frictional resistance of anchor blocks and thrust blocks, we recommend an ultimate coefficient of friction of 0. 5, and an allowable coefficient of friction of 0. 25. For thrust block design, both the passive pressure and friction coefficient can be combined. However, if the Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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passive pressure and friction coefficient are combined, we recommend reducing the passive pressureand friction coefficient by 25 percent.
For frictional resistance of buried pipes, where the pipeline anchorage is obtained by soil - pipe friction, we recommend an alternate coefficient of friction of 0.25. This value assumes a formed steel -soil or plastic interface. We recommendreducing this value by 75 percent if a bituminous coating is used around the pipe.
10. 2. 2 Pipeline Design
For design of the loads acting on the buried conduit, we recommend using a total unit weight of soil of 130 pcf and a buoyant soil weight of 70 pounds pcf. The total unit weight of soil includes the effects of moisture, and reflects compactive efforts. It is intended to reflect the likely in -situ unit weight of the compacted backfill soil. Typically, sandy clays and clayey sandssandshave a laboratory maximum (ASTM 1557) dry density between 110 and 120pcf, with an optimum moisture content ranging from 10 to 12 percent. Assuming a minimum relative compaction of 90 percent, and allowing for moisture contents between 12 and 16 percent, the likely range of total in -situ compaction unit weight is 120 to 125 pcf. The buoyant soil weight can be used for resisting uplift forces.
For pipes buried to a depth of approximately 5 feet, we recommend a soil -pipe modulus ( E') of 750 psi for pipes located within compacted fill.
10.2.3 Pipe Trench, Pipe Bedding, and Pipe Zone Backfill Criteria We recommend that, as a minimum, the proposed pipe trench width, pipe bedding, and pipe zone backfill criteria comply with San Diego Regional Standard Drawing No. W-21. In addition, we recommend that modifications to minimum trench width requirements dictated by construction methods and requirements be approved by the Engineer - of -Record in concurrence with the City of Vista. Additionally, we recommend that if a clean, crushed rock is used for the pipe zone and pipe bedding areas, a layer of filter fabric be placed at the interface between the pipe backfill zone and pipe zone in order to mitigate migration of fines into the pipe zone rock.
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We recommend that, where unsuitable soils are encountered at the pipe subgrade, the materials be overexcavatedand either recompactedwhere practical, or replacedwith 1/2-inch maximum size crushed rock.
In addition, we recommend that open trench operations, pipe installation, and backfill material compliance be in conformance with the Standard Specifications for Public Works Construction, Section 306-1, including County of SanDiego modifications and requirements, exceptthat jetting of backfill and bedding materials will not be permitted.
10. 3 Trenchless Installation
For preliminary design purposes, we recommend the following geotechnical parameters to assist the design of the trenchless operations:
For tunneling excavations, it is our opinion that the soils can be classified asbeing firm to friable (" running"), as described by the Tunnelman' s Ground Classification System ( Bickel and Kuesel, 1996).
For estimating the likely ground deformation resulting from the proposed trenchlessoperations, we recommend the following equations:
2. 5i
d. =
V
where: d.. y, is the maximum ground settlement;
i is equal to K times the depthto the center of the pipe; and VS is the volume loss due to the excavation per foot of pipe.
For this equation, we recommend using a K ranging from 0.25 to 0.5 and a Vs equal to 1 percent of the excavated face.
In order to estimate the shapeof ground settlement manifested at the surface, we recommend using the following equation:
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x z
d = d,,,. exp( z )
2i
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where: x is the distance from the centerline of the pipe in feet; i is defined as Kz, where z is the depth to the center of the pipe; d is the ground displacementat x; and
dmaxis the maximum ground displacement ascalculated above.
In estimating the cutting edgeresistanceto jacking, we recommend using a cutting edge tip resistanceequal to 250 ksf or greater for cementedsoils, and 125 ksf for average un- cemented formational materials
For estimating the jacking force required to push the pipe casing, we recommend using a coefficient of friction equal to 0.55 for steel casing against soil and a coefficient of friction of 0. 88 for concrete against soil. Furthermore, we recommendusing a total unit weight of 130pcf for calculating the normal pressure acting on the pipeline that is being jacked.
For designing the reaction wall for jacking, we recommend using an allowable passivepressure, expressedas an equivalent fluid pressure, of 150 psf.
10.4 Design of Ancillary Structures
10. 4. 1 General
At the time of the preparation of this report, specific information pertaining to the nature and type of ancillary structures was not available. The following preliminary design parameters are intended to permit preliminary design for cost estimating purposes. Specific foundation recommendationswill be provided when specific foundation needsare available.
The following preliminary design parameters are applicable to structures that can tolerate angular distortions of 1/ 240 to 11500, and are supported on conventional shallow foundations bearing on formational soils or compactedsoils with an Expansion Index lessthan or equal to 20, and which are not underlain by more compressiblematerials. For other foundation types, for more settlement - sensitive structures, or for structures founded on more expansive or Tcgser ff\ Network\ Projects\ 26\ 2613\ 2613- 01 R01 Geologic & Geotechnical Investigation. doc 06/24/2025
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compressible soils, additional recommendations may be required and can be provided at a later date.
For preliminary design purposes, we recommend that a structural or civil engineer knowledgeable in the design of foundations design all footings. In addition, we recommend that all footings have a minimum width of 12 inches, and be founded a minimum of 18 inches below the lowest adjacent grade. Likewise, we recommend that footings be reinforced to minimize cracking due to shrinkage, and to accommodatestructural loads. The engineer responsible for the design of footings should determine reinforcement. All footing excavations should be free of loose soil prior to placement of concrete. Footing excavations should be observed by the geotechnical engineer to evaluate dimensions and bearing material.
10.4.2 Bearing Capacity
Continuous or spread footings founded in properly compacted fill soils may be designed for an allowable soil bearing pressure of 1,500 psf. These bearing capacities may be increased by no more than one-third for loads that include wind or seismic forces.
10. 4. 3 Settlement
Settlements of footings founded on shallow compacted fill soils, which are not underlain by more compressible materials, or within formation soils, are anticipated to be less than 1/ 4 inch, with post -construction differential settlements of less than 1/4 inch. This assumes footing subgradeis prepared in accordancewith our recommendations and footing loads do not exceedthe bearing pressuresgiven above.
10. 4. 4 Slope Setback
For foundations constructed at the tops of slopes, we recommend that footings be set back a distance of one-third the height of the slope ( from the face of the footing to the face of the slope), with a maximum setback of 40 feet. Improvements such as pavement, hardscape, decorative and retaining walls, or fences built within this foundation setback may be subject to differential settlement.
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10. 4. 5 Lateral Resistance
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To provide resistancefor lateral loads applied to footings and shearkeys poured neat against vertical excavations, we recommend using an an allowable equivalent fluid pressure of 150 pcf for properly compacted granular fill or competent formational materials. These values assume a horizontal surface for the soil mass extending at least 10 feet from the face of the footing, or three times the height of the surface generating the passivepressure, whichever is greater. The upper 12 inches of soil in areasnot protected by floor slabsor pavementsshould not be included in design for passive resistance to lateral loads. If friction is to be used to resist lateral loads, we recommend a coefficient of friction of 0. 35 between soil and concrete for either compacted fill or formational soil. If it is desired to combine friction and passive resistance in design, we recommend reducing the friction coefficient by 25 percent. The values of earth pressureand the coefficient of friction are allowable values, which include a factor of safety of 2.
10.5 Retaining Walls
We anticipate that few, if any, permanent retaining walls will be constructed throughout the project. However, to allow the preliminary design and cost estimation for possible retaining walls, the following preliminary recommendations are presented. In addition, we recommend that TCG review the project plans and specifications pertaining to any project retaining walls in order to assess the applicability of these preliminary recommendations and the needto either modify or supplementtheserecommendations.
When selecting lateral earth pressures, active lateral earth pressuresshould only be used for cantilevered walls where a horizontal movement of at least 0. 002H can be accommodated at the top of the wall, where H is the height of the wall in feet. If this condition is not satisfied, additional design criteria can be provided. We recommend providing all retaining walls with a backfill drainage systemadequateto prevent the buildup of hydrostatic pressures.
Recommended earth pressures for walls with select granular backfill are presented below.
Select granular backfill available from materials on the site should conform to the structure backfill requirements outlined in Section 300- 3. 5. 1 of the Standard Specifications for Public Works Construction ( SSPWC) and have a sand equivalent of 20 or more. The use of on - site clayey soils is not recommendeddue to the expansivecharacteristicsof thesematerials.
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For cantilevered retaining walls with level granular backfill extending a minimum horizontal distance equal to the height of the wall, we recommend, for preliminary design, an active earth pressureequivalent to a fluid pressureof 40 pcf. This value assumesthat no surcharge loads, such as adjacent footings or vehicle traffic, will act on the wall.
For cantilevered retaining walls with a 2: 1 inclined sloping backfill, we recommend, for preliminary design, an active earth pressureequivalent to a fluid pressureof 60 pcf.
Cantilevered retaining walls subjected to vehicular loads should be designed to resist an equivalent fluid pressure for the active case described above, plus an additional uniform lateral pressureequal to 60 psf.
For walls that are to be subjected to adjacent uniform area - wide surface surcharges, we recommend including an additional uniform pressure in the design that is equal to 0.3 times the surcharge magnitude for cantilevered walls that are free to rotate and 0. 5 times the surcharge magnitude for restrained walls.
10. 6 Construction Material Compatibility
We recommend that a corrosion and construction materials compatibility expert review the construction materials and corrosion systems selected for the project, and make recommendations as needed regarding the modification of materials or systems as deemed appropriate from the review of the collected data. In addition, we recommend that all construction materials comply with the appropriate sections of the UBC, as it relates to the selection of materials and their environment of use.
11 CONCLUSIONS
It is our opinion that the majority of the pipeline can be constructed as proposed using conventional cut - and - cover and trenchless techniques.
In addition, we anticipate that the materials excavated within the project limits will be suitable for generalbackfill, and that selectmaterials will needto be imported to provide pipe bedding andpipe zone backfill.
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The proposed excavations will likely be within, or near, the right- of-way of heavily traveled roads. As such, the excavations will need to be shored and protected. Stockpiling of excavatedmaterials and construction materials neartrench and excavation walls, if permitted at all, should be limited and the resulting excavation protection systems designed to accommodateany addedsurchargeloading.
Regional groundwater is not anticipated to be encountered. However, local seepages and perched water should be anticipated and, depending upon the depth of excavation, local groundwater zones may be encountered, especially in the buried natural drainages that exist along the proposedalignment.
12 LIMITATIONS
This report is intended to addressgeneral issuesrelated to the suitability of the alignment and anticipated trenchless construction methods. This report is not a design level report and was prepared for planning purposes only. As such, it should not be relied upon for geotechnical design or construction phasework. A more substantivegeotechnical investigation, including a field investigation, is necessary to address the design of the proposed pipeline. Lastly, geotechnical engineering and the earth sciences are characterized by uncertainty.
Professional judgments presentedherein are basedpartly on our evaluation of the technical information gathered, partly on our understanding of the proposedconstruction, and partly on our general experience. Our engineering work and judgments rendered meet the current professional standards. We do not guarantee the performance of the project in any respect.
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REFERENCES
Abbott, Patrick L., April 13, 1985, On the Manner of Deposition of the Eocene Strata in Northern SanDiego County, SanDiego Association of Geologists.
Acton Geotechnical Consultants, Inc., 1985, Geotechnical Map of Lots 12- 17 of Map No. 10198, File No. 81- 294627, in the City of Carlsbad, California, WO 442201, downloaded from the City of Carlsbad's website.
American Public Works Association, Southern California Chapter, and the Southern California Districts Associated General Contractors of California, 2000, Standard Specificationsfor Public Works Construction (SSPWC).
Bickel, J.O., Kuesel, T.R., King, E.H., 1996, Tunnel Engineering Handbook, Second Edition, Chapman & Hall, New York, NY.
California Department of Conservation, Division of Mines and Geology, 1966, Geologic Map of California, SantaAna Sheet, Map Scale 1:250,000.
California Department of Conservation, Division of Mines and Geology, 1986, Landslide Hazards in the Encinitas Quadrangle, San Diego County, California, Landslide Hazard Identification Map # 4, DMG Open -File Report 86- 8.
County of San Diego, 1976, Topographic Survey, SanDiego County, California, Sheets350- 1677, 350- 1683, 346- 1677, and 346- 1683, scale 1: 2400.
County of San Diego, 1963, Topographic Survey, SanDiego County, California, Sheets350- 1677, 350- 1683, 346- 1677, and 346- 1683, scale 1: 2400.
Henry Worley Associates, 1981, Grading Plan for Palomar Oaks - C. T. 80- 38, and Carlsbad Tract No. 80-38 Subdivision Boundary Map, Map No. 10198, downloaded from the City of Carlsbad's website.
Kennedy, M. P., and S.S. Tan, 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, Map Scale 1:100,000, Map No. 2, Sheets 1 & 2 of 2, California Department of Conservation, California Geological Survey, and the U.S. Geological Survey.
Southern California Soil & Testing, Inc., 1988, Topographic map of project site areashowing proposedcut elevations and trench locations, Job No. 8721216, Plate 1B, downloaded from the City of Carlsbad's website.
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LEE & RO, INC.
Project No. 2613- 01
REFERENCES
Continued)
March 5, 2014
Tan, S. S., and D.G. Giffen, 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Identification Map No. 35, California Department of Conservation, Division of Mines and Geology, DMG Open - File Report 95- 04.
Tan, S. S., and M.P. Kennedy, 1996, Geologic Maps of the Northwestern Part of San Diego County, California: Plate I - Geologic Maps of the Oceanside, San Luis Rey, and San Marcos 7.5' Quadrangles, Plate 2 - Geologic Maps of the Encinitas and Rancho Santa Fe 7. 5' Quadrangles, Map Scale 1: 24, 000, California Department of Conservation, Division of Mines and Geology, DMG Open -File Report 96-02.
Transportation Research Board, 1997, NCHRP Synthesis 242, Trenchless Installation of Conduits Beneath Roadways, A Synthesis of Highway Practice, National Cooperative Highway ResearchProgram.
U. S. Department of Agriculture, 1953, Stereographic Aerial Photograph Nos. AX7V-- 8M- 70 through 72, flown April 1953.
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TABLE I
SUMMARY OF TRENCHLESS CONSTRUCTION TECHNIQUES
Technique
Entry
Description
A technique that forms a bore hole from a drive shaft to a reception shaft by means of a rotation -cutting head. Spoil is transported back to the drive shaft by helical -wound auger Auger Boring No flights rotating inside a steel casing that is being jacked in place simultaneously. AB may AB) provide limited tracking and steering capability. It does not provide continuous support to the excavation face. AB is typically a 2-stageprocess (i.e., casing installation and product pipe installation).
A technique that forms a bore hole from a drive shaft to a reception shaft by means of a drill Slurry Boring bit and frill tubing ( stem). A drilling fluid ( i.e. bentonite slurry, water, or air pressure) is SB)
No used to facilitate the drilling process by keeping the drill bit clean and aiding with spoil removal. It is a 2-stageprocess. Typically, an unsupported horizontal hole is produced in the first stage. The pipe is installed in the second stage.
A remotely controlled, guided pipejacking process that provides continuous support to the Micro - Tunneling excavation face. The guidance system usually consists of a laser mounted in the drive shaft MT)
No communicating a reference line to a target mounted inside the MT machine' s articulated steering head. The MT processprovides ability to control excavation face stability by applying mechanical or fluid pressure to counterbalance the earth and hydrostatic pressures.
A 2-stageprocess that consists of drilling a small diameter pilot directional hole along a predetermined path and then developing the pilot hole into a suitable bore hole that will Horizontal accommodate the desired utility and then pulling the utility into place. The HDD process Directional Drilling No provides the ability to track the location of the drill bit and steer it during the drilling HDD) process. The vertical profile of the bore hole is typically in the shapeof an arc entrapping drilling fluid to form a slurry pathway rather than an open hole. This entrapped slurry provides continuous support to the borehole.
A technique for installing steel casings from a drive shaft to areception shaft utilizing the Pipe Ramming NO dynamic energy from a percussion hammer attached to the end of the pipe. A continuous PR) casing support is provided and overexcavation or water is not required. This is a 2-stage process.
This method consists of several techniques for forming a borehole by in -situ soil Soil Compaction displacement using a compacting device. The compacting device is forced through the soil, SC)
No typically from a drive shaft to a reception shaft, by applying static thrust force, rotary force and/or dynamic impact energy. The soil along the alignment is simply displaced rather than being removed. This is a 2-stageprocess.
Pipe Jacking A pipe is jacked horizontally through the ground from the drive shaft to the reception shaft.
Pi)
Yes People are required inside the pipe to perform the excavation and/or spoil removal. The excavation can be accomplished manually or mechanically.
A 2- stage process in which a temporary ground support system is constructed to permit the installation of aproduct pipe. The temporary tunnel liner is installed asthe tunnel is Utility Tunneling Yes constructed. The temporary ground support system can be steel or concrete tunnel liner UT) plates, steel ribs with lagging, or an all wood box culvert. People are required inside the tunnel to perform the excavation and/or spoil removal. The excavation can be accomplished manually or mechanically.
Note: Descriptions taken from Table 1 of NCHRP Synthesis 242 ( TRB, 1997) 06/24/2025
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TABLE 2
SUMMARY OF CHARACTERISTICS OF TRENCHLESS CONSTRUCTION
Trenchless Pipe/ Casing Suitable Soil Soil
Diameter
Typical
Ground
Recommended
Method
Installation Pipe/ Excavation Removal
Range Lengths of Movement
Soil
Mode CasingMode Mode Bore Conditions
Auger 4 to 60 in. Wide range;
Boring Jacking Steel Mechanical Auger with most 100 to 300 ft Difficult to control difficult in AB 8 to 36 in. flowing sands
Slurry Pulling/ All
Mechanical
Hydraulic, Hy
Mechanical
2 to 12 in.;
Can be difficult to Firm, stable,
Boring Pushing Types
and
Reaming and
has been used 50 ft
control cohesive soils
SB) Hydraulic
Compaction up to 48 in.
500 to 1000 ft.
Micro- Steel, RCP,
Augering or
42 to 136 in.; for slurry MT; Typically less than 1
Wide range from
Tunneling Jacking GFRP, PCP, VCP, Mechanical
Hydraulic ( Slurry)
most commonly 200 ft to 400
inch wet sand, clay, to
MT) DIP 24 to 48 in. ft. for boulders
auger MT
Horizontal
Mechanical
Hydraulic,
Directional
Drilling Pulling Steel, PVC, HDPE and
Mechanical
Reaming and
2 to 48 in. 600 to 5000 ft. Difficult to control Clay
HDD)
Hydraulic
Compaction
Pipe Angering, 4 to 60 in. for Must be evaluated
Ramming Hammering/ Steel Mechanical
Hydraulic, open face; 4 to
50 to 200 ft.
based on soil type;
Wide range
PR) Driving Compressed Air, or 8 in. for closed surface heaving Compaction face potentially a problem
Soil
Compaction Pulling
Steel PVC
Pushing
Displacement ( in-
Up to 12 in. 40 to 80 ft. Difficult to control
Soft clays and
SC
HDPE situ) silts
Augers, Conveyors,
42 in. to 12 ft. Typically lessthan 1 Typically sandy
clay, however, Pipe Jacking Jacking
Steel RCP Manual or Manual Carts
most commonly
500 to 1000 inch;
other soils with
PJ) GFRP Mechanical Power Carts, or
48 to 72 in.
ft. must control face
proper selectionHydraulic stability of e ui ment
Utility
Steel or Concrete Augers, Conveyors,
Flexible; same Flexible; same Same as
Tunneling Lining
Liner Plates Manual or Manual Carts,
astunneling in astunneling in Sameas tunneling in tunneling in UT) w/ Wood lagging, Mechanical Power Carts, or
general general general generalwood box Hydraulic
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ESTIMATE OF FILLS
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ESTIMATE OF CUTS, AND
FILLS LESS THAN 5' DEEP
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LEGEND
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8-8 APPROX/ MATE LOCARON TERRACOSTA CONSULTING GROUP FIGURE NUMBER ENGINEERS AND GEOLOGISTS w OF TCG BOR/ NG
3890 MURPHY CANYON ROAD, SUITE 200 L
SAN DIEGO, CA 92123 ( 858) 573- 6900
EST/ MATE OFF/ LLS PROJECT NAME PROJECT NUMBER
GREATER THAN 5' DEEP BUENA OUTFALL
2613- 01
WESTERLY SEGMENT
EST/ MATE OF CUTS, AND
FILLS LESSTHANS' OEEP BORING LOCATION MAP
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W
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LEGEND
840 APPROX/ MATE LOCARON TERRACOSTA CONSULTING GROUP FIGURE NUMBER ENGINEERS AND GEOLOGISTS A^ OF TCG BOR/ NG
3890 MURPHY CANYON ROAD, SUITE 200 LM
SAN DIEGO, CA 92123 ( 858) 573- 6900
EST/ MATE OFF/ LLS PROJECT NAME PROJECT NUMBER
GREATER THAN 5' DEEP BUENA OUTFALL
2613- 01
WESTERLY SEGMENT
EST/ MATE OF CUTS, AND
F/ LLSLESSTHANS' OEEP BORING LOCATION MAP
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5 P
LEGEND
P
CURRENT PROJECT
STATIONING
10 f
115+ 00 127+ 00 B+pQ 119+ 130+ 00 131+
8- 12 APPROX/ MATE I00AT/ ON
OF WO 80R/ NO
EST/ MATE OF FILLS
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EST/ MATE OF CUTS, AND
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0 100 200 400
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a
OLDSTAT/ON/ NO FROMORIGINAL
REPORT TERRACOSTA
CONSULTING GROUP FIGURE NUMBER ENGINEERS
AND GEOLOGISTS3890
MURPHY CANYON ROAD, SUITE 200 A _
LQ
SAN
DIEGO, CA 92123 (858) 573- 6900 PROJECT
NAME PROJECT NUMBER BUENA
OUTFALL 2613-
01 WESTERLY
SEGMENT BORING
LOCATION MAP
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OF FIUSGRE4
rER THAN 5' DEEPESTIMATE
OFCt1M AND FILLS
LESS THAN 5' DEEPh
TERRACOSTA
CONSULTING GROUP FIGURE NUMBER ENGNEERS
AND GEOLOGISTS3a
3800MURPHY CANYON ROAD. SUITE 200 SAN
DIEGO. CA 82123 I8581 573- 6000 PROJECT
NAME PROJECT NUMBER BUENA
OUTFALL 3g
3- 07 WESTERLY
SEGNMENT PRE -
DEVELOPMENTSITE CONDITIONSWITH GENERALIZED
ALIGNMENT OF PROPOSED
FORCE MAIN PIPELINE
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75 9 75
NOTE:
LIMITS OF CUTS AND FILLS SHOWNARE
11 BEST EST/ MATES BASED ON COMDAR/ SON
200 OF OLD AND NEW TOPOGRAPH/ C 414MA4( 6
AND AERIAL PHOTO REVIEW
I x 184. 0
II II O I
ERNACOSTA CONSULTING GROUP FIGURE NUMBER
ENGNEERS AND GEOLOGISTS
3b3890 NURPH CANYON ROAD. SUITE 300
LEGEND
ESTIMATE OF FrLLS
II
SON DIE00. CA B1t1J ( 85B) 5T3- 8800
PROJECT NAME PpO B!CT NUMBER
GREATER THAN 5' D& P 12 - 16- L2 BDENA ODTFALL 2613- 01 fST/ MATE OFCU75AND 180. 6 6
WESTERLY SEGNMENT
FILLS LESS THAN 5' DE& O
I'
PRE - DEVELOPMENT SITE CONDITIONS WITH
GENERALIZED ALIGNMENT OF
I I PROPOSED FORCE MAIN PIPELINE
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TERRACOSTNB ^NONNSULLTINGGGROUP
FIGURE NUMBER
LEGEND
JNNN NURPNY ROAD. BUT- NBG 3\ j
EST/ MATEOFF/ LLS NOTE:
GIN a921UeGG, GnNN, vt NSBI 5] 3- 6900NUMBER
GREATERTHAN5'
D& P L/ M/TSOF0tTSANDF/LLSSHOWNARE PpGEcr
13UE
PROJECT
41 RTERLYNASEGALL2613- 01 fS7TMA7E
OFCUTS, AND BEST
EST/ MATES8 LSEDONCOMPAR/SON WESTERLY SEGNMENT F/
LCSIESSTHAN5'DEEP p. 0OFOLDANONEWTOPOC> R4PH/ CMAPP/NG — PRE• DEVELOPMENTSITECONDITIONS NTH y
l ANDAER/ AL PHOTORENEW. GENERALIZED ALIGNMENT OF w -
N PROPOSED FORCE MAIN PIPELINE
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ox
2 r
641
250
TO
LEGEND
ES7/ M4TE0FF1US
GREATER THAN 5' D& P
ESTIMATE OFOUTS, AND
F/ LLS LESS THAN 5' DEEP
rus
PALOMARA/RPORTRD
4 Area
22s
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208(. 2`5 \
200
132 hV
e5
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x279.
NOTE:
L/ M1TS OFOUTS AND F/ LLS SHOWNARE
BEST EST/ MATES BASED ON OOMPAR/ SON
OF OLD AND NEW TOPOGRAPH/ O A44MIVG
54. 0 ANDAER/ AL PROW REW/ EW. -
x
TERRACOSTA CONSULTING GROUP FIGURE NUMBER
ENGINEERS AND GEOLOGISTS
3800 MURPNY CANYON ROAD. SUITE 200 3d
SAN DIEGO. CA 9111T ( 058) 5T3- 6900
PROJECT NAME PROJECT NUMBER
RUENA OUTFALL 2613- 01
WESTERLY SEGNMENT
PRE - DEVELOPMENT SITE CONDITIONS WITH
2 GENERALIZED ALIGNMENT OF
5 PROPOSED FORCE MAIN PIPELINE
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GEOLOG/ O MAP
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APPENDIX A
LOGS OF TEST BORINGS
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENAOUTFALL 2613- 01 LEGENDSITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 21/ 2014 1/ 22/ 2014 1 of 2
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific Drilling Hollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( In) TOTAL DEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 40 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
a. d z0 (wj V5
Z y Z FZx
c0
L Ww 7(
a yw LU DESCRIPTIONANDCLASSIFICATIONon OFw
0 KEY TO EXCAVATION LOGS
WATER TABLE MEASUREDAT TIME OF DRILLING
OTHERTESTS
CL Chloride Content R Resistivity
pH Hydrogen Ion RV R- Value
PI Plasticity Index SF Sulfate
5 PENETRATION RESISTANCE ( BLOWS/ ft)
Numberof blows required to advance the sampler 1 foot.
CaliforniaSamplerblowcountscan beconvertedtoequivalentSPTblow countsbyusinganend -areaconversionfactorof0.67whenusinga 140-pound hammer and a 30-inch drop.
SAMPLE TYPE
10 C 1 C ("CaliforniaSampler") - An 18-inch-long, 2-1/2-inchI.D., 3-inchO.D., thick-walled sampler. The sampler is lined with eighteen 2- 3/8-inch I.D. brassrings. Relativelyundisturbed, intactsoilsamplesareretainedinthe brass rings.
S 2 S ("SPT') - a.k.a. StandardPenetrationTest, an 18-inch-long, 2-inch O. D., 1-3/ 8-inch I.D. drive sampler.
B3 B ('Bulk") - a.k.a. Bulk Sack Sample, a disturbed, but representativeL sampleobtainedfromaspecificdepthintervalplacedina largeplastic bag.
NOTES ON FIELD INVESTIGATION
15 Boringswereadvancedusinga truck -mountedMarlM5drillrigwitha 7- inch hollow - stem auger.
Standard Penetration Tests (SPT) and California Samplers were used to obtain soil samples. The SPT and California Samplers were driven into thesoilatthebottomofthe boringswitha 140-poundhammerfalling30 inches. Whenthesamplerswerewithdrawnfromtheboring, thesamples wereremoved, visuallyclassified, sealedin plasticcontainers, andtaken to the laboratory for detailed inspection.
CONTINUED)
TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
DIFFERSUBSURFACECONDITIONS MAY AT OTHER
3San
3890 Murphy Canyon Road, Suite ZOO LOCATIONSS AND MAY CHANGE ATTHSLOCA ION FIGURE A- 1 a WITH THE PASSAGE OF TIME. THE DATA
Diego, California92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 LEGEND
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1l21/ 2014 1/ 22/ 2014 2 of 2
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific Drilling Hollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH (ft) GROUNDELEV (k) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 40 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
Z
n.
zw
g¢ z
F- w
U
2 p Zw KF Zc Z) wr xp
a
w
d a wU) p o a ye Fs- w a0 DESCRIPTION AND CLASSIFICATION uj 0
KEY TO EXCAVATION LOGS
CONTINUED)
NOTES ON FIELD INVESTIGATION ( Continued)
Free groundwater was not encountered in the borings at the time of drilling.
Classifications are based upon the Unified Soil Classification System and 25 include color, moisture, and consistency. Field descriptions have been modified to reflect results of laboratory inspection where deemed appropriate.
30 35
THIS SUMMARY APPLIES ONLY AT THE LOCATION
TerraCosta Consulting Group, Inc. OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200
3San
LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 1b
WITH THE PASSAGE OF TIME. THE DATA
Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
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LOG OF TEST BORING
PROJECT NAME PROJECTNUMBER BORING
BUENA OUTFALL 2613- 01 B- 1
SITE LOCATION FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 2014 1/ 22/ 2014 1 oft
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific DrillingHollow Stem Au er
7((
fnt)
G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEROUND ELEV (a) DEPTH/ELEV. GROUNDWATER (R) Marl M5 7 1A 5158 TL n/ a
SAMPLING METHOD NOTES
SPT/ Cal
a p zLUOC)F roZ I_ ZUJ2Q¢N C MNLU
U
a a a WCOOJ Wpa rn ° Ii- wrL DESCRIPTION AND CLASSIFICATION o N
n
2 O~
c0
W aQi a
m
0 9" AC / 6" Class II Base
FILL
Interbedded Clayey SAND (SC) and Sandy CLAY (CL), red -brown to olive - brown, moist
55 S,
9 5
S 2
7 50
10 S3
6 95. 3 24. 8 PI Pocket Penetrometer = 1.0 tsf
45 ALLUVIUM
CLAY (CL), stiff, gray to dark gray, moist, with organic smell 15 S 4
s
Boring terminated at depth of 16.5 feet.
No free groundwaterencounteredat time of excavation.
40 TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 2 WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
C10
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LOG O F TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B- 2
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad I 1122l2014 1/ 22/ 2014 1 of 1
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific Drilling Hollow Stem Au er G. SpauldingDRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH ( ft) GROUND ELEV ( R) DEPTH/ ELEV. GROUNDWATER ( ft) Marl M5 7 16. 5 78 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
r Lua 0
z
00c I_ w
2 ZO
w
Zw Qy
H. tozc KZ) Ku) wl-
U
xCvaa d a w D0 Lua o Fx- w 0 DESCRIPTION AND CLASSIFICATION I]
J U)
u
Wpm0
cC
O
F- w
ti a 0 8"
AC 110" Class II Basep
q- O v TERRACE
DEPOSITS Silty
SAND (SM), mediumdense, interbeddedlight brown ! olive - brown, damp, with iron oxidestaining75
S
1 15
5 Sandy
CLAY (CL) to ClayeySAND (SC), very stiff to hard, mottleTS2 2 11
olive -brown ! red - brown, damp Pocket
Penetrometer = 4. 0 tsf70
CL
pH Bulk Samplerecoveredfrom 5 to10 feetR
SF10
S
3 24
65 15
S4
22 Boring
terminatedat depthof 16.5 feet. - No
freegroundwaterencountered at timeof excavation. 60
THIS
SUMMARYAPPLIES ONLY AT THELOCATIONTerraCosta
Consulting Group, Inc. OF THISBORINGAND AT THETIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFERAT OTHER3890
MurphyCanyon Road, Suite 200 LOCATIONSAND MAY CHANGEAT THISLOCATIONFIGURE A- 3 WITH THE PASSAGEOF TIME. THE DATA MMMUM
San Diego, California92123 PRESENTED IS A SIMPLIFICATIONOF THEACTUALCONDITIONS ENCOUNTERED.
06/24/2025
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PRO' ECTNAME PROJECT NUMBER BORING
LOG OF TEST BORING BUENA OUTFALL 2613- 01 B- 3SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Air ort Road, Carlsbad 1/ 22/ 2014 1/ 22/ 2014 1 of 2DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drillin Hollow Stem Au er G. S auldinDRILLING EQUIPMENT BORING DIA. ( in) TOTALDEPTH (n) GROUNDELEV (rt) I DEPTH/ELEV. GROUNDWATER (it) Marl MS 7 20 8D i n/ a
SAMPLING METHOD NOTES
SPT/ Cal
a b z05 .. F-
ZO Zw
1= Z
gat¢3 z
of
n w
O
X 0
wj a g WNO o U) e F w Q O DESCRIPTION AND CLASSIFICATION w N y aom K
0 10. 5- AC
FILL
Silty SAND (SM), red -brown, damp to moist
SandyCLAY (CL), olive -brown, stifftoverystiff — — — — — — - 7-- S1
y Pocket Penetrometer = 1. 5 tsfPocket
Penetrometer = 2. 5 tsf5
75 TERRACE DEPOSITS Silty
FineSAND (SM), mediumdense interbeddedlight gray, dampto S2 20 RV moist, with iron oxidestainingSandy
CLAY ( CL), verystiff, olive - brown, moist ------' 0
70 S3
18 108. 0 20. 9 PI Pocket Penetrometer = 3. 5 tsfSilty
SAND (SM), mediumdense, mottledred / red -brown, damp 15 65 S
4 1s
22 S5
TerraCosta
Consulting Group, Inc. THIS
SUMMARYAPPLIES ONLY AT THELOCATIONOF
THISBORINGAND AT THETIMEOF DRILLING. SUBSURFACE
CONDITIONS MAY DIFFERAT OTHER3
3890
MurphyCanyon Road, Suite 200 LOCATIONSAND MAY CHANGEAT THISLOCATIONFIGURE A- 4 a WITH THE PASSAGEOF TIME. THE DATA San
Diego, California92123 PRESENTED IS A SIMPLIFICATIONOF THEACTUALCONDITIONS ENCOUNTERED.
06/24/2025
C10
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B_ 3SITE LOCATION START FINISH SHEETNO. Carlsbad 1/ 22/20141/ 22/20142 of 2 Paseo
Del Norte & PWIING
DRILLING
COMPANYDRILLINGMETHOD LOGGED BY CHECKED BY Pacific
DrillinHollowStem Au er G. S auldinDRILLING
EQUIPMENTBORINGDIA. ( In) TOTAL DEPTH (ft) GROUNDELEV ( ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M57 20nSAMPLING METHODNOTESSPT/
Calx
d Ow
wr LU
o f QODESCRIPTION
AND CLASSIFICATIONw
yNOOBoring
terminatedat depthof20 feet. No
freegroundwaterencounteredat timeof excavation. 25
55 30
50 35
45 TerraCosta
Consulting Group, Inc. THIS
SUMMARYAPPLIES ONLY AT THELOCATIONOF
THISBORINGAND AT THETIMEOF DRILLING. SUBSURFACE
CONDITIONS DIFFERAT OTHER 3890
MurphyCanyon Road, Suite ZOO LOCATIONSANDMAY HANGEATTHISLOCATIONFIGURE A- 4 b SanDiego, California 92123WITH THE PASSAGE
OF TIME. THE DATAPRESENTEDIS A
SIMPLIFICATIONOFTHEACTUAL CONDITIONSENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B- 4SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar AiTtbac d 1/ 22/ 2014 1/ 22/ 2014 1 of 1 DRILLING COMPANYDRILLING METHOD LOGGEDBY CHECKED BY Pacific DrillinHollowStem Au er G. S auldinDRILLING
EQUIPMENTBORINGDIA. ( in) TOTAL DEPTH (ft) GROUNDELEV ( k) DEPTH/ELEV. GROUNDWATER ( ft) Marl M5 7 16. 5 86 z n/ a SAMPLING
METHOD SSPT/
Calja
W0
W
Q
ppZ
LJQ
OUP
Q
Z ±Kp0F?Z:
0w
WNp¢ WKro(
7W LODESCRIPTION
AND CLASSIFICATION9"
AC 112" Class II 85
s.' o-.:.. a:
a FILL
Silty
SAND (SM), red - brown, damp S
1 24
5 80
2 20 Becomes
moist 10
75 C 3 45
oar
a .. I. i.
l..i 11_
Silty
SAND (SM) andSandyCLAY (CL) mix, darkra damt- moist9Y, P 15 70 S 4 is
ALLUVIUM
Sandy
CLAY (CL), stiffto verystiff, gray, moist, with occasionalgravel Boring terminatedat depthof 16.5 feet. No
freegroundwaterencounteredat timeof excavation. TerraCosta Consulting Group, Inc. THIS
SUMMARYAPPLIES ONLY AT THELOCATIONOF
THISBORINGAND AT THETIMEOF DRILLING. 1 -:
7 SUBSURFACE
CONDITIONS MAY DIFFERAT OTHER3890
MurphyCanyon Road, Suite 200 LOCATIONSAND MAY CHANGEAT THISLOCATIONFIGURE A- 5 San Diego, California92123WITH
THE PASSAGEOF TIME. THE DATA PRESENTED
IS A SIMPLIFICATIONOF THEACTUALCONDITIONS
ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B- 5SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Air ort Road, Carlsbad 1/ 22/ 2014 1/ 22/ 2014 1 of 1DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drillin Hollow Stem Au er G. SpauldingDRILLING EQUIPMENT BORING DIA. ( in) TOTALDEPTH (ft) GROUNDELEV (IU DEPTH/ELEV. GROUNDWATER (R) Marl M5 7
SAMPLING METHOD NOTES
SPT/ Cal
Z n. Z
z
FZ LU U
2 U
W W F Z WIN- 2p
w a wrnp w y o F W QO DESCRIPTION AND CLASSIFICATION
J
g
O I—
c7
w o¢i a
m
9" AC / 12" Class II Base
SANTIAGO FORMATION
70 SiltyFineSANDandFineSandyCLAY (SC/CL), verydense,
interbeddedgray / lightbrown, damp
S 1
58 5
S2
81 Hard drilling
65 10
60 5
S 3
58 Boring terminated at depth of 16 feet.
No free groundwater encountered at time of excavation.
55 TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road. Suite 200
3San
LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGUREA- 6
WITH THE PASSAGE OF TIME. THE DATA
Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFACE 2613- 01 B- 6
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 22/ 2014 1/22/ 2014 1 of 2
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific DrillingHollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( In) TOTALDEPTH (ft) GROUNDELEV (k) DEPTH/ELEV. GROUNDWATER (k) Marl M5 7 21. 5 79. 5 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
ZOU r
ZO F Z Q
a L-' a NO Lo y= Fw ILO DESCRIPTION AND CLASSIFICATION
Lo IL 2 L w
W W 2
O I-
t9
w ti 0:
a. 0
9" AC 110" Class II Base
FILL
SiltyFineSANDto Silt (SM/ML), dark gray, dampto moist, with organics
S 1
5 75
5 S2
g' CL PH BUIk Sample recovered from 5 to 11.5 feet
R SF
70 0
in shoe - partial recovery
SRock
3 9
65 15
S 4
io
60 THIS SUMMARY APPLIES ONLY AT THE LOCATION
TerraCosta Consulting Group, Inc. OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 7a WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B_6SITE LOCATION START FINISH SHEET NO.
Paseo
DM/
AriRo. ad,,- aalomarAir ort Road, Carlsbad 1/ 22/ 2014 1/ 22/ 2014 2 of 2
DRILLINGCDRILLING METHOD LOGGED BY CHECKED BY
Pacific Hollow Stem Au er G. S auldin
DRILLINGEBORING DIA. (In) TOTALDEPTHIn) GROUNDELEV (e) DEPTHIELEV. GROUNDWATER (R) Marl
M57nSAMPLING
NOTESSPT/Cal
ip zCo y
F- Z
H Z WF
U
1:
w W 0 o a yo FW QO DESCRIPTION AND CLASSIFICATION
zw[ a y 0 0 a
Wad
p
S5
12 Bonng terminated at depth of 21.5 feet.
No freegroundwaterencounteredat timeof excavation.
55 25
50 30
45 35
40 TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE NDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite ZOO
3San
LOCATIONS ANDOMAYCHANGE AT THIS LOCATION FIGURE A- 7b
Diego, California 92123
WITH THE PASSAGE OF TIME. THE DATA
PRESENTED IS A SIMPLIFICATION OF THE ACTUAL
CONDITIONS ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME
BUENA OUTFALL
PROJECT NUMBER
2613- 01
BORING
B- 7SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 22/ 2014 1/ 22/ 2014 1 of 2DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific DrillingHollow Stem Au er G. S auldin
DRILLING EQUIPMENT
Marl M5
BORING DIA. ( in)
17 TOTAL DEPTH ( R)
20 GROUND ELEV ( ft)
82 DEPTHIELEV. GROUND WATER ( ft)
t n/ a
SAMPLING METHOD
SPT/ Cal
NOTES
C
w
ZO
w
0. W
a
dZ
J
r¢
ZW0 C)
QQZM
w rnp
LU
F
Z
o
K
Dr.
N o
ofuJF
F w
OF
U
D0
O
DESCRIPTION AND CLASSIFICATION
5 10
15 gp
75 70
65 1
5 13
13 12
10 2e
9" AC 110" Class II Base
FILL
Siltyto ClayeySAND (SC/SM), interbeddedolive -gray / olive -brown / gray, damp
Becomes Sandy CLAY ( CL)
Pocket Penetrometer = 2. 5 tsf
Becomes moist to wet
S
S2
S3
S4
SANTIAGO FORMATION
Silty SAND (SM), medium dense, mottled light olive -brown to light brown, moistto wet, with ironoxidestaining
S
TerraCosta Consulting Group, Inc.
3890 Murphy Canyon Road, Suite 200
3SanDiego, California 92123
1 THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS 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 THE ACTUAL
CONDITIONS ENCOUNTERED.
FIGURE A- 8 a
06/24/2025
C10
274 of 352
LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B- 7SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 22/ 2014 1/ 22/ 2014 2 of 2DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific DrillingHollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH (ft) GROUNDELEV (R) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 20 82 4 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
x d O z9 L) I_
oO F- ZW
FZC
M Z ofDom-, WH
U
U`
w j a WNO pa u~i" F w O DESCRIPTION AND CLASSIFICATION
J Q Q Wpm
O~
0 Lu v N D p
Boring terminated at depth of 20 feet.
No free groundwaterencounteredat time of excavation.
60 25
55 30
50 35
45 TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200
3San
LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 8 b WITH THE PASSAGE OF TIME. THE DATA
Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
C10
275 of 352
LOG OF TEST BORING
PROJECTNAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B-$
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 21/ 2014 1/ 21/ 2014 1 of 2
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific Drilling Hollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 20 96 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
a O zOU
2 zp
W
zUJ
F- z
F z
K
Z) ofWI-
U
U'
D. j a n. WLp oa 0o r w
O DESCRIPTION AND CLASSIFICATION
p W 2 zWm O
U.1 o w
UJ
a
9" AC 112" Class II Base
95 a 16 ;p
FILL
ClayeyFinetoCoarseSAND (SC), interbeddedolive -gray / gray / brown, damp to moist
S1
12 5
90 S 2
13 Pocket Penetrometer = 2.0 tsf
6" Clay Layer
10 85 S 3 14 Pocket Penetrometer = 3. 5 tsf
6" Clay Layer
15 BecomesClayeySAND (SC), olive -brown, dampto moist
S 4
12 80
iS
S5
TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 9 a WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
C10
276 of 352
LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFACE 2613- 01 B-$
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 21/ 2014 1/ 21/ 2014 2 of 2
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific DrillingHollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 20 96 i n/ a
SAMPLING METHOD NOTES
SPT/ Cal
Z
Z
QZC
F
2 Z
W W 2ZI Z
7... WH
O
EL
wa WD o Wo w QO DESCRIPTION AND CLASSIFICATION
p Q UJ OF OJ
oW COm p
Boring terminated at depth of 20 feet.
No free groundwater encountered at time of excavation.
75 25
70 30
65 35
60 TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3 3890 Murphy Canyon Road, Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGURE A- 9 b WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BU,
E
OUTFALL 2613- 01 B_9SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Air on Road, Carlsbad 1/ 21/ 2014 1/ 21/ 2014 1 of 2DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drillin Hollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( In)
TOTALDEPTH (R) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 20 110. 5 3 n/ aSAMPLING METHOD NOTES
SPT/ Cal
ZO
Z
FZyQF ZG Cr
KV)
U
a Q WLU a No Wo. ai = v 0 a 0
J DESCRIPTION AND CLASSIFICATION
I] Q W m
v
0 OF
C7
W UCL K
O
110 9" AC 112" Class II Base
4 FILL
ClayeySAND (SC), interbeddedolive -gray / gray / gray -brown, moist C 1
55 5
105
2 is
BCL PHRRV Bulk Sample recovered from 3 to 8 feet
SF
10 ALLUVIUM100
S3 14 SandyCLAY (CL), mediumstiffto verystiff, dark gray, moist Pocket Penetrometer = 1.5 tsf
Pocket Penetrometer = 2. 5 tsf
Pocket Penetrometer = 3. 5 tsf
15 95
C 4
29 Pocket Penetrometer = 2. 5 tsf
Pocket Penetrometer = 3. 5 tsf
Pocket Penetrometer = 2. 0 tsf
S- 5
15 Pocket Penetrometer = 3. 0 tsf
Pocket Penetrometer = 2.5 tsf
TerraCosta Consulting Group, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING,
SUBSURFACE MAY AT
3890 Murphy Canyon Road, SURE200 LOCATIONSANDMAYCONSHANGEATTITHSROCATONRFIGUREA- 10aWITH THE PASSAGEOF TIME. THE DATASan
Diego, California 92123 PRESENTED IS A SIMPLIFICATIONOF THEACTUALCONDITIONS ENCOUNTERED.
06/24/2025
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LOG OF TEST BORING
PR
JECnNAMEniI
PROJECTNUMBER BORING
START
DRILLING CHECKED
ulcl unu " ulrmeN I BORING DIA. ( in)
TOTALDEPTH (rt) GROUNDELEV (R) DEPTH/ELEV. GROUNDWATERIN) Marl M5 17 120 11in5 i pia
zwz
O O
z¢
Ul
Qa
wo
d W o rn wO Oa
wN ma0m IX
O
O
99 TerraCosta Consulting Group, Inc.
3890 Murphy Canyon Road, Suite 200
San Diego, California 92123
DESCRIPTION AND CLASSIFICATION
No free groundwaterencounteredat timeof excavation.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS 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 THE ACTUAL
CONDITIONS ENCOUNTERED.
FIGURE A- 10 b
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER
BUENA OUTFACE 2613- 01
SITE LOCATION START FINISH
Paseo & Palomar Air ort Road, Carlsbad 1/ 21/ 2014 1/21/ 2014 BORING
8- 10
SHEET NO.
1 of 2
DRILLING
Pacific
DRILLING METHOD
Hollow Stem Au er
LOGGED BY
G. S auldin
CHECKED BY
DRILLING
Marl M7
BORING DIA. ( in) TOTAL DEPTH ( ft)
20 GROUND ELEV ( ft)
129SAMPLINGNOTESSPT/CaZ
DEPTH/ELEV. GROUNDWATER (k)
W
wOOUZI—z0
NO
lu')
IL
LU
vl
wn' o....
IX
0 v~i =
M
y
y
x N
pF
a aa0
KJN
cv
DESCRIPTION AND CLASSIFICATION
5 0
5 125
20 115
110
1 3
5 14
1a
31 12
21 9" AC / 12" Class II Base
FILL
Sandy CLAY (CL), gray to olive -gray, damp
Pocket Penetrometer = > 4.5 tsf
Siltyto ClayeyFineSAND (SC/SM), grayto olive -gray, damp Becomes Sandy CLAY ( CL)
S
S2
C
S4
S
WEATHERED SANTIAGO FORMATION
siltytoClayeyFineSAND (SC/SM), mediumdense, lightolive -gray, damp to moist
TerraCosta Consulting Group, Inc.
3 3890 Murphy Canyon Road, Suite 200
San Diego, California 92123
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS 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 THE ACTUAL
CONDITIONS ENCOUNTERED.
FIGURE A- 11 a
06/24/2025
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PRO
ILOG OF TEST BORING IDIIIZKITntIYcAII
PROJECT NUMBER B^ RING
START
DRILLING
0 HURING UTA. ( in)
TOTALDEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (k) Marl M5 7 120 1129 13 n/ a
z
x= Oz} F
z z F}} LU
WF-
U
W z
C7a¢
KOwjyO in Wm
K OF-
jU
w
a p 35
05 100
TerraCosta
Consulting Group, Inc. 3890
MurphyCanyon Road, Suite 200 San
Diego, California 92123 DESCRIPTION
AND CLASSIFICATIONNo
freegroundwaterencountered at timeof excavation. THIS
SUMMARYAPPLIES ONLY AT THELOCATIONOF
THISBORINGAND AT THETIME OF DRILLING. SUBSURFACE
CONDITIONS MAY DIFFERAT OTHERLOCATIONS
AND MAY CHANGEAT THISLOCATIONWITH
THE PASSAGEOF TIME. THE DATA PRESENTED
IS A SIMPLIFICATIONOF THEACTUALCONDITIONS
ENCOUNTERED. FIGURE
A- 11 b
06/24/2025
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 g_ 1SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road, Carlsbad 1/ 21/ 2014 1/ 21/ 2014 1 of 1DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Pacific Drilling Hollow Stem Au er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTALDEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (ft) Marl M5 7 11 142 3 n/ a
SAMPLING METHOD NOTES
SPT/ Cal
d 0 zOU
ZO ZLU
FZ D: V) U2
w j a WNp oa yo I-- w QO DESCRIPTION AND CLASSIFICATION o
LU Or O
w 0
9" AC 19" Class II Base
gp: f v
140 SANTIAGO FORMATION
SiltySAND (SM), verydense, lightgray, damp, withironoxidestaining. 1 53
S
5 S 2
43 135 Becomes Clayey SAND (SCT, damp — — — — — — — -
10 C3 78
Boring terminated at depth of 11 feet.
No freegroundwaterencounteredat time of excvation.
130
15 125
TerraCosta ConsultingGroup, Inc.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road. Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGUREA- 12 WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
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LOG OF TEST BORING
PROJECT NAME PROJECT NUMBER BORING
BUENA OUTFALL 2613- 01 B- 12
SITE LOCATION START FINISH SHEET NO.
Paseo Del Norte & Palomar Airport Road Carlsbad 1/ 21/ 2014 1/21/ 2014 1 of 1
DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY
Pacific Drilling Hallow Stem ALI er G. S auldin
DRILLING EQUIPMENT BORING DIA. ( in) TOTAL DEPTH (ft) GROUNDELEV (ft) DEPTH/ELEV. GROUNDWATER (R) Marl M5 7 16. 5 157 n/ n
SAMPLING METHOD NOTES
SPT/ Cal
x
z
OQNZO FLU
Z
N
w&
K KV)
x N
U
a 0W rL a.J rLij p a DESCRIPTION AND CLASSIFICATION
p LU
4 Q Wwm 0v O O
N aw w p
9" AC 18" Class II Base
a 9Y
FILL
155
ClayeySAND (SC), mottledyellow -brown / olive / lightgray, damp B
C 1
41 5
SanCLdy AYjCL), iinterbeddedyellow -brown %olive %gray, damp ----- S 2
11 150 CL PH Bulk Sample recovered from 2 to 7 feet
R SF
10 S3
13 Pocket Penetrometer = 2. 25 tsf
145
SANTIAGO FORMATION
SiltySAND (SM), verydense, mottledlightgrayto tan, damp, withiron15 oxide staining S4
52 140 Bonng term/ nated at depth of 16.5 feet.
No free groundwater encountered at time of excavation.
THIS SUMMARY APPLIES ONLY AT THE LOCATION
TerraCosta Consulting Group, Inc. OF THIS BORING AND AT THE TIME OF DRILLING.
SUBSURFACE CONDITIONS MAY DIFFER AT OTHER
3890 Murphy Canyon Road, Suite 200 LOCATIONS AND MAY CHANGE AT THIS LOCATION FIGUREA- 13 WITH THE PASSAGE OF TIME. THE DATA
San Diego, California 92123 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED.
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APPENDIX B
LABORATORY TEST RESULTS
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9177 Sky Park Ct. San Diego, CA. 92123
PHYSICAL PROPERTIES OF SOILS
PROJECT: # 2613- 01 Buena Outfall LAB NO.: 28425- 28431 ( page 1 of 1) PROJECT NO.: 5014- 09- 0006. 45 SAMPLED BY: G. Spaulding DATE: 01/ 21/ 14
SUBMITTED BY: G. Spaulding DATE: 01/ 21/ 14
AUTHORIZED BY: M. Eckert DATE: 01/ 21/ 14
REVIEWED BY: L. Collins REPORT DATE: 02/ 18/ 14
Sample D. Depth
ft.)
Liquid Limit/
Plastic Limit/ PI
ASTM D 4318
R- Value
ASTM D2844
Percent Passing
200 Sieve
ASTM D 1140
Dry Density
pcf)
Moisture Content
as received
ASTM D 2216
B1- 3 (# 28425) to, 31/ 13/ 18 k 95. 3 24. 8
133- 3 (# 28427) 10, 59/ 16/ 43 108. 0 20. 9
133- 8 (# 28429) 3'- S' k 17 k
B 10- 3 (# 28430) 10, 35/ 19/ 16 114. 9 11. 4
Indicates test not requested
NOTE: See supplemental reports for additional test data for samples.
TerraCosta Consulting Inc./ M. Eckert
AMEC E& , Inc.
Reviewed By:
Rick Larson
Senior Principal Engineer
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6C
5C
4C
z z
C3C
g 2(
10 0
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
N tO
o
ML r OL MH or OH
Vv / V oV vV 1Uu 11U
LIQUID LIMIT
40 36
32 28
24 20
18 12
8 4
0 5 6 7 8 9 10 20 2F 30 40
NUMCtH OF BLUWS
MATERIAL DESCRIPTION I LL I PL PI
Brown ClayeySand, SC (#28425) 31. 3 1 13. 4 117. 9
Project No. 5014- 09- Client: TerraCostaConsultingGroup, Inc Project: # 2613- 01 Buena Oulfall
Sample Number: B1- 3 Depth: 10'
Remarks:
200
SC
Tested By: Valles/ Gibson Checked By: Collins
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LIQUID AND PLASTIC LIMIT TEST DATA
Client: TerraCostaConsulting Group, Inc.
Project: # 2613- 01 Buena Outfall
Project Number: 5014- 09- 0006. 45
Depth: 10' Sample Number: B1- 3
Material Description: Brown Clayey Sand, SC (# 28425)
USCS: SC
Tested by: Valles/ Gibson Checked by: Collins
2/ 20/ 2014
Run No. 1 2 3 4 5 6
Wet+ Tare 37. 83 37. 08 37. 49
Dry+Tare 33. 91 33.25 33. 31
Tare 20. 75 21. 07 20. 82
Blows 34 25 15
Moisture 29. 8 31. 4 33. 5
40 36
32 28
v 24
20 0
16 12
B
4 0
40 Liquid Limit= 31. 3
Plastic Limit= 13. 4
Pleat icity Index= 17. 9
5 6 7 8 9 10
Blows
20 25 30
Run No. 1 2 3 4
Wet+ Tare 29. 62 30.93
Dry+Tare 27. 73 29. 74
Tare 21. 03 20. 9
Moisture 13. 3 13. 5
AMEC
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50 40
z z
v30
20 10
F-
zz
0 rrW
r
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line Indicates the approximate
upper limit boundary for natural soils
O
G
ML rOL MH
It
OH
w cv o vu ou ou / 0 bu 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL
Brown ClayeySand, SC (#28427) 59. 3 16. 4
Project No. 5014- 09- Client: TerraCostaConsultingGroup, Inc.
Project: # 2613- 01 Buena Outfall
Sample Number: 133-3 Depth: 10'
42. 9 SC
Tested By: Gibson/ Valles Checked By: Collins
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LIQUID AND PLASTIC LIMIT TEST DATA
Client: TerraCostaConsulting Group, Inc.
Project: # 2613- 01 Buena Outfall
Project Number: 5014- 09- 0006. 45
Depth: 10' Sample Number: B3- 3
Material Description: Brown Clayey Sand, SC (#28427)
USCS: SC
Tested by: Gibson/ Valles Checked by: Collins
2/ 20/ 2014
Run No. 1 2 3 4 5 6
Wet+ Tare 38. 22 35. 65 34. 79
Dry+ Tare 31. 90 30. 19 29. 45
Tare 20.W 21, 03 20. 78
Blows 34 24 15
Moisture 57. 8 59. 6 61. 6
40 Liquid Limit= 59. 3
Plastic Limit= 16. 4
Plasticity Index= 42. 9
100
Hill-
90 1
80 70
60 g
500
40 30
20 10
05 6 7 8 9 10 20 25 30
Blows
Run No. 1 2 3 4
Wet+ Tare 28. 44 27. 6
Dry+ Tare 27. 41 26. 67
Tare 21. 14 20. 97
Moisture 16. 4 16. 3
AMEC
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50 10
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural sons
ii
i
i i
iii
O
i oVo
i
WIL r OL W r OH
v 4v 30 40 50 ou ( U t3U 90 100 110
LIQUID LIMIT
40 36
32 28
F-
tzw- 24
z
0 20
w 16
3 12
8 4
0 MATERIAL DESCRIPTION LL PL
Light Brown Sandy Clay, CL (# 28430) 35. 3 19. 4
Project No. 5014- 09- Client: TerraCostaConsultingGroup, Inc Project: # 2613- 01 Buena Outfall
Sample Number: B10- 3 Depth: 10'
PI %<# 40 %<# 200 l
15.9 CL
28430
Tested By: Valles/ Gibson Checked By: Collins
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LIQUID AND PLASTIC LIMIT TEST DATA
Client: TerraCostaConsulting Group, Inc.
Project: # 2613- 01 Buena Outfall
Project Number: 5014- 09-0006, 45
Depth: 10' Sample Number: B10- 3
MaterialDescription: LightBrownSandyClay, CL (#28430)
USCS: CL
Tested by: Valles/ Gibson Checked by: Collins
Ot 2 xu ssaraavam z Yk7h- T
U .
2/ 20/ 2014
ON
Run No. 1 2 3 q g 6
Wet+ Tare 38. 13 38. 15 36. 21
Dry+ Tare 33. 83 33. 58 32. 02
Tare 20. 82 20. 80 21. 00
Blows 35 24 16
Moisture 33. 1 35. 8 38. 0
40 36
32 28
e 24
20 0
16 12
8 4
0 40
i
Liquid Limit= 35. 3
Plastic Limit= 19. 4
Plasticity Index= 15.9
5 6 7 8 9 10 20 25 30
Blows
Run No. 1 2 3 4
Wet+ Tare 30. 82 30. 10
Dry+ Tara 29. 24 28. 62
Tare 21. 04 21. 04
Moisture 19. 3 19. 5
AMEC
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2/ 20/ 2014 1:49 PM
Project: Buena Outfall, 42613- 01
Project No.: 5015. 09. 0006. 45
Lab No.: 28429
Client: TerraCosta
Location: B9 Q T- 8'
Material: Lt. Yellowish -Brown Clayey Sand w/ Gravel
Source:
Tested by: RWNS
Date Tested: 2/ 12 & 2/ 13/ 14
T.I. (assumed or given): 4. 5
Gf (assumed or given): 1. 1
Specimen
A B C
Compaction Pressure 130 80 150
Wet Weight 1310 1330 1290
Dry Weight 1172. 6 1172. 6 1172. 6
Tare Weight 0 0 0
Exudation Load ( lbs.) 3594 1734 5742
Area of Mold (sq. in.) 12. 56 12. 56 12. 56
Total Weight 3282. 5 3088. 4 3256. 6
Mold Weight 2112. 6 1969. 4 2106
Sample Height ( In) 2. 50 2. 49 2. 52
Dial Reading 0 0. 004 0
Ph @ 2000lbs 130 132 W4
D turns 3. 84 3. 95 3. 44
R- Value from Exudation 13 12 28
Density (pcf) 126. 9 120. 1 125. 8
Moisture 11. 7 13. 4 10. 0
Exudation Pressure (psi) 286 138 457
CoverThicknessBy Exudation 1. 14 1. 15 0. 94
Cover Thickness By Expansion 0. 00 1. 33 0. 00
EXUDATIONCHART - ENTERFROMSMALLESTTO LARGESTEXUDATIONPRESSURE Corrected R-Value from Exudation 12 17 28
ExudationPressure (psi) 138 286 457
R- value Template Page 1
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2/ 20/ 2014 1: 49 PM
R- value Template Page 3
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R-value by Exudation:
R-value by Expansion
R-value by Equilibrium:
Checked by:
2/ 20/ 2014 1: 49 PM
I-1
R = 100 - [ Gf * ( T)] / [. 0032 * ( TI)]
R- value Template Page 4
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LABORATORY TEST RESULTS OF SOIL SAMPLES
Project Name: Terra Costa #2613-01 Buena Outfall Reviewed by: L. Collins Date: 2/ 18/ 2014 Project No.: 5014- 09-0006. 45 Tested by: P. Gan Date: 2/ 18/2014 Soil Resistivity ChemicalAnalysisin In g (ppm)
CTM 643 CTM 643 CTM 422 CTM 417
Lab No. Boring No. Depth ( ft) Min. Resistivity
ohm - cm pH Cl SO4
28426 2 5. 0- 10. 0 495 8. 32 738 301
28, 6 5. 0. 11. 0 2, 414 8. 82 32 42
28429 9 3. 0- 8. 0 1,879 8. 87 34 46
28431 12 2. 0- 7. 0 1,091 8. 68 31 160
Notes:
NT = Not tested
CTM = CALTRANS Test Method
mg/kg = milligramsperkilogramof (partspermillion) of drysoil Chemicalanalysisfor CTM 417 and422weremadeon 1:3 soil -to -waterextract Respectfully Submitted:
AMEC Environment & Infrastructure, Inc.
R- 6
Rick Larson
Senior Principal Engineer
06/24/2025
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Operator: MACTEC E Timebase: ICS1500 Sequence: SOIL SAMPLES Page 1- 1 2/ 17/ 2014 2: 37 PM
Sample Name: 28426 Injection Volume: 25. 0
Vial Number: 19 Channel: ECD_ 1
Sample Type: unknown Wavelength: n. a.
Control Program: AS9-HC Chloride -Sulfate Std program Bandwidth: n. a.
Quantif. Method: CL_ SO4 Dilution Factor: 3. 0000
Recording Time: 21171201413: 15 Sample Weight 1. 0000
Run Time ( min): 16. 00 Sample Amount: 1. 0000
40 SOILSAMPLES #8 26426 ECD 1
PS
1 - Chloride - 6, 640
300
20 100
2 - Sulfate- 11. 617
0 5 min
0. 0 2. 0 4. 0 6. 0 8. 0 10. 0 12. 0 14. 0 18. D
No. Ret. Time Peak Name Height Area Rel. Area Amount Type min S S* min
1 5. 54 Chloride 339. 719 64. 443 79. 94 737. 605 BMB
2 11. 62 Sulfate 42. 983 16. 175 20. 06 300. 645 BMB
Total: 382. 701 80. 618 100. 00 1038. 250
Chromeleon ( c) Dionex 1996-2006
CL_ SO4/ Integration Version 6. 80 SP2 Build 2284
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Operator: MACTEC E Tlmebase: ICS1600 Sequence: SOIL SAMPLES Page 1- 1 2/ 17/ 2014 2: 37 PM
Sample Name: 28428 Injection Volume: 25. 0
Vial Number: 19 Channel: ECD_ 1
Sample Type: unknown Wavelength: n. a.
Control Program: AS9-HC Chloride -Sulfate Std program Bandwidth: n. a.
Quantif. Method: CL_ SO4 Dilution Factor.- 3. 0000
Recording Time: 2117/201413:33 SampleWeight: 1. 0000 Run Time (min):
16. 00 Sample Amount: 1. 0000 6. 0 SOIL
SAMPLES49 28428ECD 1 PS 1 - Chloride -
5. 477 5. 0 4.
0 3.
002 -
Sulfate-12.
270 2. 0 i
1. 0
0. 00I
1. 00
4 2. 00
min
0. 0 2.
0 4. 0 6. 0 8. 0 10. 0 12. 0 14. 0 16. 0 No. Ret.Time
Peak NameHeight Area Rel. Area Amount Type min PS S*
min 1 5. 48
Chloride 5. 430 0. 99043. 9532. 224 BMB 2 12. 27
Sulfate 2. 615 1. 26256. 0541. 524 BMB Total: 8. 046
2. 253100. 0073. 748 Chromeleon (c) Dionex
1996- 2006CL_ SO4llntegrationVersion
6. 80 SP2 Build2284
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Operator: MACTEC E Timebase: ICS1500 Sequence: SOIL SAMPLES Page 1- 1 2/ 17/ 2014 2:37 PM
110 28429
Sample Name: 28429 Injection Volume: 25. 0
Vial Numbed 19 Channel: ECD1
Sample Type: unknown Wavelength: n. a. _
Control Program: AS9-HC Chloride -Sulfate Std program Bandwidth: n. a.
Quantif. Method: CL_ SO4 Dilution Factor: 3. 0000
Recording Time: 2/ 17/ 2014 13: 52 Sample Weight: 1. 0000 Run Time ( min): 16. 00 Sample Amount. 1. 0000
8 SOILSAMPLES #10 28429 ECD 1
PS
1 - Chloride - 5. 897
6. 3
5. 0
2 - Sulfate- 12. 200
3. 8
2. 5
1. 3
O.
Ok2. min
0. 0 2. 0 4. 0 6. 0 8. 0 10. 0 12. 0 14. 0 16. 0
No. Ret. Time Peak Name Height Area Rel. Area Amount Type min PS S* min
1 5. 90 Chloride 6. 361 1. 175 43. 51 34. 283 BMB
2 12. 20 Sulfate 3. 885 1. 526 56. 49 46. 105 BMB
Total: 10. 247 2. 701 100. 00 80. 388
Chromeleon ( c) Dionex 1996-2006
CL_ SO4/ Integration Version 6.80 SP2 Build 2284
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Operator: MACTEC E Tlmebase:ICS1500 Sequence:SOIL SAMPLES . Page 1- 1 2/ 17/ 2014 2:37 PM
11 28431
Sample Name: 28431 Injection Volume: 25. 0
Vial Number, 20 Channel., ECD1
Sample Type: unknown Wavelength: n. a. _
Control Program: AS9-HC Chloride -Sulfate Std program Bandwidth: n. a.
Quantif. Method: CL_ SO4 Dilution Factor: 3. 0000
Recording Time: 2117/201414:10SampleWeight: 1.0000Run Time ( min): 16.00 SampleAmount 1. 000025 SOIL SAMPLES # 1128431
ECD1 PS 2 - Sulfate- 11. 657
20. 0 15. 0 10.
0 5.
1 - Chloride -
54770.
0 5. 0 min
0. 0
2. 0 4.
0 6. 0 8. 0 10. 0 12. 0 14. 0 16. 0 No. Ret.Time PeakName Height Area Rel. Area Amount Type min ps S* min 1
5. 48 Chloride4.
785 0. 874 9. 7930. 938BMB 2 11. 66 Sulfate 21.
072 8. 061 90. 21 159. 660BMB Total: 25. 867 8. 936
100. 00 190. 598Chromeleon (c) Dionex 1996-2006
CL_ SO4/IntegrationVersion6.80 SP2 Build 2284
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APPENDIX C
DETERMINISTIC ESTIMATION OF PEAK
ACCELERATION FROM DIGITIZED FAULTS
AND
DETERMINISTIC SITE PARAMETERS
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Buena Outfall EQFault
rtrt:: rtrtrtrtrt& rtrtrtrt k is is ".: brt'.: is ::
is ..
E Q F A U L T
rt
t rt
version 3. 00
hi:* h'.: :: t'.: rtf: is is rti: rtirhrt it is is i:'.:
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 2613- 01
DATE: 03- 05- 2014
JOB NAME: Buena Outfall Phase III
CALCULATION NAME: Seismic Analysis
FAULT - DATA - FILE NAME: C:\ Program Files\ EQFAULTI\ CGSFLTE. DAT SITE COORDINATES:
SITE LATITUDE: 33. 1221
SITE LONGITUDE: 117. 3192
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 10) Bozorgnia Campbell Niazi ( 1999) Hor.- Holocene Soil- Cor.
UNCERTAINTY ( M= Median, S= Sigma): M Number of Sigmas: 0. 0 DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5. 00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT - DATA FILE USED: C:\ Program Files\ EQFAULTI\ CGSFLTE. DAT MINIMUM DEPTH VALUE ( km): 3. 0
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Buena Outfall EQFault
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM I PEAK JEST. SITE
FAULT NAME mi ( km) EARTHQUAKE[ SITE JINTENSITY
MAG.(MW) I ACCEL. g JMOD.MERC.
ROSE CANYON I 4. 6( 7. 4) 1 7. 2 1 0. 426 1 X
NEWPORT- INGLEWOOD ( Offshore) 1 7. 0( 11. 3) 1 7. 1 1 0. 339 1 IX CORONADO BANK 1 20. 3( 32. 7) 1 7. 6 1 0. 197 1 VIII
ELSINORE ( JULIAN) 1 25. 0( 40. 3) 1 7. 1 1 0. 116 1 VII ELSINORE ( TEMECULA) 1 25. 0( 40. 3) 1 6. 8 1 0. 095 1 VII ELSINORE ( GLEN IVY) 1 36. 1( 58. 1) 1 6. 8 1 0. 065 1 VI PALOS VERDES 1 37. 7( 60. 6) 1 7. 3 1 0. 088 1 VII
SAN JOAQUIN HILLS 1 37. 8( 60. 9) 1 6. 6 1 0. 077 1 VII EARTHQUAKE VALLEY 1 42. 9( 69. 1) 1 6. 5 1 0. 045 1 VI
SAN JACINTO- ANZA 1 47. 8( 76. 9) 1 7. 2 1 0. 064 1 VI
NEWPORT- INGLEWOOD ( L. A. Basin) 1 48. 5( 78. 0) 1 7. 1 1 0. 059 1 VI SAN JACINTO- SAN JACINTO VALLEY 1 48. 7( 78. 3) 1 6. 9 1 0. 051 1 VI CHINO - CENTRAL AVE. ( Elsinore) 1 50. 3( 81. 0) 1 6. 7 1 0. 061 1 VI SAN JACINTO- COYOTE CREEK 1 52. 4( 84. 3) 1 6. 6 1 0. 039 1 V WHITTIER 1 54. 2( 87. 2) 1 6. 8 1 0. 043 1 VI
ELSINORE ( COYOTE MOUNTAIN) 1 56. 5( 90. 9) 1 6. 8 1 0. 041 1 V SAN JACINTO- SAN BERNARDINO 1 62. 0( 99. 8 ) 1 6. 7 0. 035 1 V PUENTE HILLS BLIND THRUST 1 64. 1( 103. 1) 1 7. 1 I 0. 063 1 VI SAN JACINTO - BORREGO 1 65. 4( 105. 2) 1 6. 6 1 0. 031 1 V SAN ANDREAS - San Bernardino M- 11 67. 4( 108. 5) 1 7. 5 1 0. 056 1 VI SAN ANDREAS - Whole M- la 1 67. 4( 108. 5) 1 8. 0 1 0. 081 1 VII SAN ANDREAS - SB-Coach. M-lb- 2 1 67. 4( 108. 5) 1 7. 7 1 0. 065 1 VI SAN ANDREAS - SB- Coach. M- 2b 1 67. 4( 108. 5) 1 7. 7 1 0. 065 1 VI SAN JOSE 1 71. 1( 114. 5) 1 6. 4 1 0. 035 1 V
PINTO MOUNTAIN 1 73. 2( 117. 8) 1 7. 2 1 0. 041 1 V
SAN ANDREAS - Coachella M- 1c- 5 1 74. 0( 119. 1) 1 7. 2 1 0. 041 1 V CUCAMONGA 1 74. 7( 120. 2) 1 6. 9 1 0. 046 1 VI
SIERRA MADRE 1 74. 8( 120. 4) 1 7. 2 1 0. 057 1 VI
NORTHFRONTAL FAULT ZONE ( West) 1 77. 0( 124. 0) 1 7. 2 1 0. 055 1 VI BURNT MTN. 1 77. 7( 125. 1) 1 6. 5 1 0. 024 1 IV
UPPER ELYSIAN PARK BLIND THRUST 1 79. 5( 127. 9) 1 6. 4 1 0. 031 1 V CLEGHORN 1 79. 7( 128. 3) 1 6. 5 1 0. 023 1 IV
EUREKA PEAK 1 81. 0( 130. 3) 1 6. 4 1 0. 021 1 IV
SAN ANDREAS - Cho- Moj M- lb- 1 1 81. 3( 130. 9) 1 7. 8 1 0. 057 1 VI SUPERSTITION MTN. ( San Jacinto) 1 81. 3( 130. 9) 1 6. 6 1 0. 024 1 V SAN ANDREAS - 1857 Rupture M- 2a 1 81. 3( 130. 9) 1 7. 8 1 0. 057 1 VI SAN ANDREAS - Mojave M- 1c- 3 1 81. 3( 130. 9) 1 7. 4 0. 043 1 VI NORTH FRONTAL FAULT ZONE ( East) 1 81. 8( 131. 6) 1 6. 7 I 0. 036 1 V RAYMOND 1 82. 2( 132. 3) 1 6. 5 1 0. 032 1 V
CLAMSHELL- SAWPIT 1 84. 6( 136. 2) 1 6. 5 1 0. 031 1 V
DETERMINISTIC SITE PARAMETERS
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Buena Outfall EQFault
1 ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED I DISTANCE MAXIMUM I PEAK JEST. SITE
FAULT NAME I mi km) EARTHQUAKE( SITE INTENSITY
MAG.(MW) I ACCEL. g JMOD.MERC.
ELMORE RANCH 1 85. 0( 136. 8) 1 6. 6 1 0. 023 1 IV
VERDUGO 1 85. 6( 137. 7) 1 6. 9 1 0. 040 1 V
SUPERSTITION HILLS ( San Jacinto) 1 86. 1( 138. 5) I 6. 6 1 0. 023 1 IV HOLLYWOOD 1 87. 4( 140. 6) 1 6. 4 1 0. 028 1 V
LAGUNA SALADA 1 87. 6( 141. 0) 1 7. 0 1 0. 030 1 V
LANDERS 1 88. 4( 142. 3) 1 7. 3 1 0. 036 1 V
HELENDALE - S. LOCKHARDT 1 90. 1( 145. 0) J 7. 3 1 0. 036 1 V SANTA MONICA 1 91. 4( 147. 1) 1 6. 6 1 0. 030 1 V
LENWOOD-LOCKHART-OLD WOMANSPRGSI 93. 9( 151. 1) 1 7. 5 1 0. 039 1 V MALIBU COAST 1 94. 5( 152. 1) 1 6. 7 1 0. 031 1 V
BRAWLEY SEISMIC ZONE 1 94. 6( 152. 3) 1 6. 4 1 0. 018 1 IV JOHNSON VALLEY ( Northern) 1 96. 3( 154. 9) 1 6. 7 1 0. 022 1 IV EMERSON So. - COPPER MTN. 1 97. 1( 156. 2) 1 7. 0 1 0. 027 1 V NORTHRIDGE ( E. Oak Ridge) 1 98. 7( 158. 8) 1 7. 0 1 0. 037 1 V SIERRA MADRE ( San Fernando) 1 99. 3( 159. 8) 1 6. 7 1 0. 030 1 V SAN GABRIEL 1 99. 6 ( 160. 3) 1 7. 2 1 0. 030 1 V
END OF SEARCH- 56 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 4. 6 MILES ( 7. 4 km) AWAY.
LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0. 4258 g
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APPENDIX D
CALTRANS SPECIFICATIONS
FOR
TRENCHLESS TECHNOLOGY PROJECTS
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c
CALTRANS
ENCROACHMENT PERMITS
GUIDELINES AND SPECIFICATIONS
FOR
TRENCHLESS TECHNOLOGY PROJECTS
July 2008
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TABLE OF CONTENTS
PROCEDURAL REQUIREMENTS FOR DESIGN AND CALCULATIONS OF STRUCTURAL AND SUB- STRUCTURAL PROJECTS........................................................................................................................................ 3 Structural Design and Calculations............................................................................................................................. 3 Substructural Design and Calculations....................................................................................................................... 3 ProjectOwner' s Responsibilities.................................................................................................................................. 4 Contractor' s Responsibilities........................................................................................................................................ 4 TUNNELINGPROJECTS........................................................................................................................................... 5 Cal/ Osha Requirements................................................................................................................................................ 5 Tunnel............................................................................................................................................................................. 6 TunnelShield................................................................................................................................................................. 6 TunnelLining................................................................................................................................................................. 6 Lagging........................................................................................................................................................................... 6 Constructionof Shafts and Pits.................................................................................................................................... 7 Placementof Shafts and Pits......................................................................................................................................... 7 Excavation...................................................................................................................................................................... 8 Dewatering..................................................................................................................................................................... 8 Grouting......................................................................................................................................................................... 8 Materials......................................................................................................................................................................... 9 ProjectOwner' s Responsibilities.................................................................................................................................. 9 Contractor' s Responsibilities........................................................................................................................................ 10 BORE& JACK.............................................................................................................................................................. 11 Boreand Receiving Pits................................................................................................................................................ 11 EncasementRequirements............................................................................................................................................ 11 Tableof Encasement Considerations............................................................................................................. 12 HORIZONTAL DIRECTIONAL DRILLING........................................................................................................... 13 SoilInvestigations.......................................................................................................................................................... 14 Pre - construction & Site Evaluation............................................................................................................................. 14 InstallationRequirements............................................................................................................................................. 15 Permittee/ Contractor Responsibilities......................................................................................................................... 15 GenericSonde Housing................................................................................................................................... 16 DrillingFluids Management Plan................................................................................................................................ 16 PreviousExperience...................................................................................................................................................... 16 Safety........................................................................................................................................................................... 16 ContingencyPlans......................................................................................................................................................... 17 CommunicationsPlan................................................................................................................................................... 17 DrillingOperations........................................................................................................................................................ 17 EquipmentSetup and Site Layout............................................................................................................................... 17 Drillingand Back- Reaming.......................................................................................................................................... 17 Break - away Pulling Head............................................................................................................................................. 17 ProtectiveCoatings........................................................................................................................................................ 18 Drilling Fluid - collection and disposal practices........................................................................................................ 18 Site Restoration and Post Construction Evaluation................................................................................................... 18 MICRO- TUNNELING................................................................................................................................................. 19 Micro - tunneling Plan Set Submittal............................................................................................................................ 19 Contractor' s Submittal.................................................................................................................................................. 20 PIPERAMMING.......................................................................................................................................................... 21 PIPEBURSTING.......................................................................................................................................................... 22 06/24/2025
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PROCEDURAL REQUIREMENTS FOR DESIGN AND CALCULATIONS OF
STRUCTURAL AND SUB - STRUCTURAL PROJECTS
All submittals shall be stampedby a Registered Structural Engineer, or a Registered Civil Engineer, with a minimum of five years experience in structural design and preparation of calculations, proof of experience is required by use of Encroachment Permits form " Certification of Structural Experience," TR-0133, to be included within the project packagesubmittal.
STRUCTURAL DESIGN AND CALCULATIONS
All Structural Project submittals ( structures and structural falsework) will require review by Structures Maintenance, for construction under an encroachmentpermit and require the following:
Designed plans and specifications, calculations and details (structural and falsework).
A geotechnical investigation and soil analysis by a licensed geotechnical engineer is required. It shall provide identification of any locations of difficulty, changes in soil formation, or mixed face conditions that could present or create ground loss, exploratory soil corings and logs are required along the alignment of the project.
Construction or Structures Construction may provide oversight.
SUB - STRUCTURAL DESIGN AND CALCULATIONS
Sub -structural projects may consist of, but are not limited to, drainage boxes & systems, tunneling projects ( mechanical or manual tunnel excavations for the placement of tunnel supports), and Trenchless Technologies for the installation of utilities when the diameter is 30" or larger ( jack & bore, micro - tunneling, horizontal directional drilling, or pipe -ramming).
When the distance between the tunnel and an existing structure is less than twenty times its diameter, it shall be sentto StructuresMaintenance for review of the potential lateral loading effects to the pilings and foundation.
Otherwise, Sub - structural Project submittals, listed below and submitted with the " Certification of Experience," TR-0133, do not require review by StructuresMaintenance or Underground Structures.
Micro - tunneling projects.
Bore & Jack, HDD, or Pipe Ramming (hole -diameter is 30" or larger and requiring structural/sub- structural design, investigations and calculations)
Tunneling for the placement of tunnel support systems (rib & lagging, or steel liner plate requiring structural/sub-structural design, investigations and calculations).
Drainage boxes and systems.
All Sub -structural Project submittals require the following:
The District Encroachment Permits Office is responsible for verification of the Registered Engineers stamp, validation of the date of expiration against the dated plan set and calculations. The permit office engineer shall validate the RE' s stamp at the web site listed below, by entering the RE' s number. A copy of the results shall be printed and included within the permit file. The encroachment permit may be issued, upon completion of the normal review process (Traffic, Environmental, R/W, etc.). http://www2. dca.ca.gov/pls/wllpub/ wllgn na$lcev2.stgigW?p ate code=ENG& p ate pg n code=7500 06/24/2025
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Designed plans and specifications, calculations and details (liner plates, rib & lagging, bracing, etc.).
A geotechnical investigation and soil analysis by a licensed geotechnical engineer is required. It shall provide identification of any locations of difficulty, changesin soil formation, or mixed face conditions that could present or create ground loss, exploratory soil corings and logs are required along the alignment of the project.
When the length of the tunnel is greater than four hundred feet (> 400'), alignment holes may be required. Alignment holes shall be drilled at a maximum spacing of two -hundred feet (200') and a casing of four to six inches (4" to 6") in diameter installed vertically, to a depth necessaryfor the installed casing to extend into the tunnel excavation. When alignment holes fall within the pavement area of the roadway, the pavement shall be saw -cut, a cover shall be placed over the end of the casing at grade, and the space around the casing within the roadway filled with concrete (EXCEPT in controlled accessright- of-way).
PROJECT OWNER' S RESPONSIBILITIES
On projects deemed by the Department as requiring full time inspection, the project owner is responsible for providing a third -party full time inspector.
A full- time Safety Engineer: A Registered Structural or Civil Engineer, with a minimum of five years experience in design or inspection of Sub - structural Projects ( tunnels). Proof of experience shall be submitted on Encroachment Permits form " Certification of Structural Experience," form TR- 0133, or A full- time Safety Representative: State certified by Department of Industrial Relations, Cal/OSHA Mining & Tunnel Unit, proof of certification is required. California Code of Regulations 8406(f), ( h)
CONTRACTOR' S RESPONSIBILITIES
Prior to issuanceof the "DP" permit the following shall be submitted:
Proof of experience, as stipulated by the District Office, in respect to diameter and length of proposed project.
Tunnel support system construction plans and specifications, calculations and details, method of construction, to include the adequacy of the shield and liner material stamped by a Registered Structural Engineer, or a Registered Civil Engineer, with a minimum of five ( 5) years experience in sub -structural design and preparation of calculations.
Notice of Materials to be used," form CEM- 3101.
Method of construction plan.
A Licensed Surveyor.
Proof of rib expanders and/ or liner supports.
Working schedule of the project.
Contingency plan for dealing with ground loss work.
Shaft; soil stability at portals and ground improvement plan.
Dewatering plans for entry and exit shafts/pits, if needed.
Installation and monitoring of SWPPP or WPCP facilities and conditions.
Shoring design for entry and exit shafts/pits.
Survey control plan: lasers, laser mounting, laser checking.
Ground surface settlement monuments and subsurface settlement monuments monitoring program plan.
o Buried points
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TUNNELING PROJECTS
All projects will vary in their own characteristics. General similarities are listed below to provide a general understanding of thesetypes of projects.
Establishment of a survey -grid line and existing elevation points shall be over the centerline and wing points of the installation.
Designed plans and specifications, calculations and details ( liner plates, rib & lagging, bracing, etc.) shall be stampedby a Registered Structural Engineer, or a Registered Civil Engineer, with a minimum of five 5) years experience in sub -structural design of tunnels. Proof of experience shall be submitted on Certification of Structural Experience," form TR-0133, in conjunction with project packagesubmittal.
A geotechnical investigation and soil analysis by a licensed geotechnical engineer/engineering geologist is required. It shall provide identification of any locations of difficulty, changes in soil formation, or mixed face conditions that could present or create ground loss, exploratory soil corings and logs are required along the tunnel alignment at intervals of twenty- five to one -hundred feet { 25' to 100' }.
When the length of the tunnel is greater than four hundred feet (> 400'), alignment holes may be required.
Alignment holes shall be drilled at a maximum spacing of two -hundred feet ( 200') and a casing of four to six inches ( 4" to 6") in diameter installed vertically, to a depth necessaryfor the installed casing to extend into the tunnel excavation. When alignment holes fall within the pavement area of the roadway, the pavement shall be saw -cut, a cover shall be placed over the end of the casing at grade, and the space around the casing within the roadway filled with concrete ( EXCEPT in controlled access right- of- way).
CAL/ OSHA REQUIREMENTS
The California Code of Regulations (CCR) mandatesthe following requirements for Tunneling Projects.
The Owner or Local Entity proposing the construction of the tunnel shall make a full submittal to the Department of Industrial Relations, Cal/ OSHA, to determine tunnel classification. CCR 8422 Development of a check-in/ check-out procedure to ensurean accurateaccount of personnel underground in the event of an emergency. CCR 8410
Development of an Emergency Plan, that outlines duties and responsibilities of all personnel on the project during an emergency. The plan shall include ventilation controls, fire fighting equipment, rescueprocedures, evacuation plans and communications. CCR 8426 Cal/OSHA requires a Stateof California certified person performing the duties of gas tester or safety representativeto be certified by passing a written and an oral examination administered by the Cal/OSHA Mining & Tunneling Unit. CCR 8406(f), ( h) A certified safety representative shall direct the required safety and health program and must be on -site while employeesare engagedin operations during which the Tunnel Safety Orders (TSO) apply. CCR 8406( f)
The certified safety representativemust have knowledge in underground safety, must be able to recognize hazards, and must have the authority to correct unsafe conditions andprocedures subject to the TSO. CCR 8406( f)
A Stateof California certified gastester is required for the following operations:
All classifications other than non -gassy
Projects during which diesel equipment is usedunderground Hazardousunderground gas conditions. CCR 8470
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TUNNEL
Tunnel construction is accomplished by the method of Hand -mining, or by Mechanical means, and the use of a protective shield.
Continuous monitoring and observation of the ground surface above the tunnel is required. In some cases it may be required to survey and record elevations along the survey grid line, several times a day, or daily.
Generally, when tunneling in good ground, tunnels with a diameter of less than eight -feet (< 8') and less than three - hundred feet to four - hundred feet ( 300' to 400') in length may be holed -through ( excavated completely) before concreting the interior of the tunnel, when placement of pre -fabricated or pre -cast pipe is to be installed. When this is proposed, hole -through ( unsupported length) before concreting of the interior of the tunnel, it shall bejustified by the original subsurfacegeotechnical investigation and design.
Tunnel lining andbracing should consist of steel ribs and steel spreaders (dutchmen) with wood, concrete, or steel lagging, or with bolted steel liner plates.
Fireproof materials should be utilized in all construction of plant structures, above ground, within one hundred feet ( 100') of the shaft or tunnel. The use of flammable materials or wood shoring would require that adequatefire protection be provided.
Ventilation systems shall be established and provide a minimum of two hundred ( 200) cfm per worker.
All equipment shall maintain a minimum clearance of twenty- five feet ( 25') from opening.
An established contingency plan in the event of ground loss.
Cranes utilized in operations shall maintain minimum required clearances.
TUNNEL SHIELD
The face of the shield shall be provided with a hood or an approved grid system.
The excavation face shall have a sufficient length to allow for the installation of one ( 1) complete ring of liner plates, or one (1) complete set of ribs and lagging before advancing.
The contractor shall submit details and design information of the shield.
TUNNEL LINING
Tunnel lining and bracing should consist of steel ribs and steel spreaderswith wood lagging and concrete, or steel lagging, or with bolted steel liner plates.
The tunnel liner and bracing shall be designed (calculations provided) of an adequatestrength basedupon the geotechnical investigation, soil analysis, loading, and the diameter and depth of cover to provide adequate support of the tunnel.
A ring expander shall be usedto expand the rib continuously outward and upward.
Liner plates shall be designedbasedon joint strength, minimum stiffness, critical buckling of the liner plate wall, and deflection or flattening of the tunnel section.
On tunnels with a diameter greater than ten feet (> 10'), the placement of ribs inside of liner plate may be required.
When the geotechnical investigation has determined that silts and fine sands exist, that may flow under pressure, all liner plates shall include a neoprenegasketadheredto eachflange face. 2 06/24/2025
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LAGGING
Generally started at spring line and continue upwards towards the crown. Lag spacing consists of three methods:
1. Wedging — done by driving a block of wood between the earth and the lag at each end, or by driving a wedge between the rib and the lag.
2. Stops — by welding small angles to the ribs outer flange to prevent sliding.
3. Clamps — which are applied to wood or steel lags.
If the spacing of lags between ribs is used in tunnel construction, packing between lags with filler may be required.
Lags are boards or steel plates placed longitudinally against the roof and walls of the tunnel excavation.
Steel lagging may consist of channel, liner plate or corrugated metal.
Steel lagging thickness shall be designed on strength based upon the geotechnical investigation, soil analysis, and loading.
Wood lagging thickness shall be designed on strength basedupon the geotechnical investigation, soil analysis, loading. Generally wooden lags common size are three -inches by six -inches ( 3" x 6"), and the length is cut according to the spacing of the ribs.
A minimum of one liner plate per ring with a two- inch ( 2") diameter coupling for grouting is required.
THE CONSTRUCTION OF SHAFTS / PITS
Shafts / pits should be constructed of a proper size and shape, and equipped asto allow work to be carried on safely.
Shafts shall be constructed of driven steel sheet pilings, steel bracing and tight wood, or steel lagging or steel liner plates and ribs.
The removal of spoils should be accomplished by mechanical means (muck box).
All shafts shall be provided with guardrail and a toeboard.
When ladders are utilized within the shaft or pit, cagesand/or safety devices shall be provided on depths of fifteen to twenty feet ( 15' to 20'), platforms shall be provided at depths of greater than twenty feet (20'+).
Ventilation systems shall be established and provide a minimum of two hundred ( 200) cfin per worker.
All equipment shall maintain a minimum clearanceof twenty-five feet (25') from openings.
Upon completion of project all shafts, pits and drifts that arenot part of the finished product shall be backfilled.
PLACEMENT OF SHAFTS / PITS
Located a minimum of ten feet ( 10') measured laterally from the edge of pavement on conventional highways in rural areas.
Located at least five feet ( 5') measured laterally beyond the concrete curb or AC dike on conventional highways in urban areas.
Located at least five feet (5') measuredlaterally beyond the toe of slope of embankments.
Located outside of controlled accessright- of-way.
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directed.
Shored according to Cal -OSHA minimum requirements. Located within fifteen feet ( 151) of traffic lanes on a State highway shall not extend more than thirty- six inches ( 36") above the pavement grade unless otherwise authorized by the State representative. Reflectors shall be affixed to the sides facing traffic, and placement around the perimeter of a six-foot ( 6) chain link fence during non -working hours.
Are only allowed in controlled access right- of-way for direct freeway crossings that are excessively long or that haverestricted spaceavailable outside the rights -of -way.
They shall not Affect State facilities or create a hazard to the traveling public. When placement is approved within controlled accessrights -of -way, damaged State facilities shall be replaced or repaired according to State Standard Specifications.
Shall have crushed -rock and sump areasto clear groundwater and water usedto clean. They shall be lined with filter fabric when groundwater is found andpumping is required.
EXCAVATION
In some locations Soil Stabilization may be required. It may become necessary at the direction of the Engineer to either pressure grout or freeze the soil area of the project to control water, to prevent loss of ground, to prevent settlement or displacement of an embankment. When required, a Registered Geotechnical Engineer shall prepare and stamp the plans determining the material and method for use.
In someprojects masonry sections are installed, the amount of excavation of the tunnel should not exceed the amount neededfor placement of a full masonry section after all lining is in place.
All excavated material shall be considered as unclassified material.
In the event of any ground movement over or adjacent to construction, all work shall be suspended, except that which will assist in making the construction site secure and prevent any further additional movement of the ground.
Excavation should not be advanced beyond the edge of the shield, except in rock.
The geotechnical engineer/engineering geologist shall determine the allowable amount of tunnel length unsupportedby bracing, basedon the geotechnical investigation and design.
All voids between the excavation and the liner shall be grouted after setting of ribs and lagging, if not expandedto full contact with the surrounding ground, as determined by the Safety Engineer.
A log shall be maintained of all surrounding utilities and facilities.
DEWATERING
When ground water is anticipated, pumps of sufficient capacity to handle the flow shall be maintained at the site. Observation shall be maintained to detect any settlement, displacement or washing of fines into the pit, shaft or tunnel.
GROUTING
Grouting should be kept close to the heading (working front of tunnel). It may be required to add pea - gravel and fly ash to the grout. The pea -gravel would assist in consolidation and the filling of the voids, fly -ashworks as a lubricant allowing the grout to free -flow.
The use of grout stops may be utilized if necessary or if required by the Safety Engineer.
Grouting shall be performed when ordered by the Safety Engineer.
At no time shall progression of the tunnel exceedsix feet (6') beyond the grouting of the exterior void.
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Pressureon the grouting gauge should not exceedthe capacity of the lining, sufficient to fill all voids.
A gauge shall be provided which will accurately indicate working pressure and shall be monitored constantly during grouting procedures.
Grouting shall start at the lowest point andproceedupwards simultaneously on alternating sides.
When grouting is complete at that location a threadedplug shall be installed into the coupling.
MATERIALS
The form " Notice of Materials to be used," form CEM- 3101 is required.
The manufacturer shall provide a Certificate of Compliance, to ensuretensile andyield strengths.
Steel lagging may consist of channel, liner plate or corrugated metal.
Steel lagging thickness shall be designed on strength based upon the geotechnical investigation, soil analysis, and loading.
Wood lagging thickness shall be designed on strength basedupon the geotechnical investigation, soil analysis, loading. Generally wooden lags common size are three -inches by six -inches (3"x 6"), and the length is cut according to the spacing of the ribs.
When the geotechnical investigation has determined that silts and fine sandsexist, that may flow under pressure, all liner plates shall include a neoprene gasket adhered to each flange face.
Ensure Manufacturer' s Specification Data Sheets ( MSDS) are provided stipulating recommended:
o Specifications of steel spreaders ( spacing, tolerances). o Specifications of steel rib ( section lengths, spacing, etc.)
PROJECT OWNER' S/ PERMITTEE' S RESPONSIBILITIES
The project owner/permittee is responsible for providing:
A full- time Safety Engineer or Safety Representative, and proof of certification is required, either by submittal on " Certification of Structural Experience," form TR- 0133, or State Certification.
Cal/OSHA requires persons performing the duties of gas tester or safety representative to be certified by passing a written and an oral examination administered by the M& T Unit. CCR 8406(o, (h) Project drawings and specifications, calculations and details stamped by a Registered Structural Engineer, or a Registered Civil Engineer, with a minimum of five ( 5) years experience in sub- structural design of tunnels.
An geotechnical investigation by a licensed geotechnical engineerto determine the following; Storm Water Pollution Prevention Plan ( SWPPP) or Water Pollution Control Plan ( WPCP).
De -Watering Plan, if needed.
Ground water information
Boring and soil analysis logs, location plan of borings, cross sections, subsurface strata, fill and ground water elevations;
o Particle size distribution ( particularly percent rock and cobble), o Cohesion index, internal angle of friction, and soil classification, o Plastic and liquid limits ( clays), expansion index (clays), soil density, andpenetration tests, o Rock strength, rock joint fracture and orientation, water table levels, and soil permeability, o Areas of suspected and known contamination should also be noted and characterized.
The soil investigation shall also determine the presenceof rock, cobbles, and/or boulders, and the following;
o Depth and extent of rock
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o Rock type
o Rock strength
o Rock joint/ fracture spacing
o Hardness
o RQD
o Estimated range of sizes & frequency of occurrence of cobbles and boulders.
CONTRACTOR' S RESPONSIBILITIES
The contractor is responsible for providing:
Tunnel project construction plans and specifications, calculations and details, method of construction, to include the adequacy of the shield and liner material stamped by a Registered Structural Engineer, or a Registered Civil Engineer, with a minimum of five ( 5) years experience in sub - structural design of tunnels.
Notice of Materials to be used," form CEM- 3101.
Method of construction plan.
A Licensed Surveyor.
Proof of rib expanders and/ or liner supports.
Working scheduleof the project.
Contingency plan for dealing with ground loss work.
Shaft; soil stability at portals and ground improvement plan.
Dewatering plans for entry and exit shafts/pits, if needed.
Installation and monitoring of SWPPP or WPCP facilities and conditions.
Shoring design for entry and exit shafts/pits.
Survey control plan: lasers, laser mounting, laser checking.
Ground surface settlement monuments and subsurface settlement monuments monitoring program plan.
o Buried points
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BORE & JACK
Utility installations placed by Bore & Jack shall be monitored to ensurethat the integrity of the existing roadway elevations are maintained. When the encasement is also to serve as the carrier facility for hazardous materials, the use of another trenchless installation is recommended. Potential damage could occur during thejacking process, rendering the use of that facility asthe carrier.
BORE AND RECEIVING PITS
Requirements:
1. Shall be located a minimum of 10' from the edge of pavement in rural areas, or at least 5' beyond the concrete curb and gutter or AC dike in urban areas, or at least 5' beyond the toe of slope of embankments.
2. Shall be located outside of controlled accesshighway right- of-way. EXCEPT, when approved by the district for direct crossings that are excessively long, or there is restricted spaceavailable for placement, outside of the right- of-way. Those portions of the installation not placed by Bore & Jack shall be encased by the open trench method.
3. Protectedby placement of 6' chain link fence or Type-K barrier around them.
4. Shored in accordance to Cal -OSHA requirements. Shoring of pits located within 15' of lanes within Statehighway right- of-way shall not extend more than 36" in height above the pavement grade, unless authorized by a Caltrans' representative.
5. Reflectors shall be affixed to the shoring on all sidesfacing traffic.
6. Pits shall not affect any State facilities, or create a hazard to the traveling public. Damaged State facilities shall be replaced in -kind or repaired to their original state.
7. All pits should have crushed -rock and sump areasto clear groundwater and water used to clean the casings. Pits shall be lined with filter fabric when groundwater is found and pumping is required.
8. Temporary Type-K railing shall be placed at a 20: 1 taper or as otherwise directed by the Caltrans' representativeto maintain the integrity of the adjacenttravel lane.
A tunnel is defined as any installation that is 30" or larger in diameter (seeSection 518, and Table 5.24 - Permit Code TN).
ENCASEMENT REQUIREMENTS
1. All transverse crossings, single ducts or pipes 6" or greater in diameter shall be encased. The installation of multiple ducts or pipes, regardlessof diametersrequires encasement.
2. The minimum wall thickness required for steel encasements is shown in Table 6. 9.
3. Encasementends shall be plugged with ungrouted bricks or other suitable material approved by the Caltrans' representative.
4. The Caltrans' representative may require the permittee to pressure grout, filling any voids generatedin the course of the permitted work. Grouting shall be at the expenseof the permittee.
Grout holes when placed inside the of the pipe, generally on diameters of 36" or greater, shall be on 8' centers, longitudinally and offset 22 degrees from vertical, and staggeredto the left and right of the top longitudinal axis of the pipe. Grout pressure shall not exceed five-( 5) psig ( 34. 5 kPa) for a duration sufficient to fill all voids.
5. There is a spacing requirement when placement of multiple encasements is requested. The distance between multiple encasementsshall be the greater of either 24" or twice that of the diameter of the larger pipe being installed.
6. Wing cutters when used shall only add a maximum of 1" in diameter to the outside diameter of the encasement pipe. Voids in excess of the Standard Specifications shall be grouted. 11 06/24/2025
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7. A band welded to the leading edge of the encasement pipe should be placed square to the alignment and not on the bottom edge of pipe. A flared lead section on bores over 100' shall not be permitted.
8. The length of the auger strand shall be equal to that of the section of encasementpipe.
9. Encasements placed within conventional highway right- of- way shall extend 5' beyond the edge of the paved shoulder, back of curb, or to the highway right- of-way line.
10. Encasements placed across controlled access right- of- way shall extend to the highway right- of- way lines.
Table of Encasement Considerations for Transverse Crossings Encasement Requirements based on:
Installation Method, Type of Highway Facility, and Material Transported in Carrier Bore and Jack Directional Drilling Trenching
Facility Type Frwy/ Expwy Conventional Frwy/ Expwy Conventional Frwy/ Expwy Conventional High Risk Encase Encase Encase Encase Encase Encase
Section 605)
Low Risk Encase Encase Encase Encase Encase Optional
Section 605
Exempt Encase Encase Encase*
Facilities
Section 605)
Pressurized Fluids Encase Encase Encase Encase Encase Encase Natural Gas Lines Encase* Encase* Encase*. Encas Encase* Encase* Minimum 7. 5' Depth
Appendix H)
Gravity Flows Encase Encase Encase Encase Encase* Encase* Note: The District Permit Engineer may waive at his/her discretion the encasementrequirement when warranted. 12 06/24/2025
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HDD GUIDELINES & SPECIFICATIONS
RECOMMENDED MINIMUM DEPTH OF COVER
DIAMETER DEPTH OF COVER
2 inches to 6 inches 4 feet
8 inches to 14 inches 6 feet
15 inches to 24 inches 10 feet
25 inches to 48 inches 15 feet
Upon completion of the work, the permittee shall provide an accurate as -built drawing of the installed pipe.
SOIL INVESTIGATIONS
The District Permit Engineer ( DPE) should determine the extensiveness of the Soil Investigation to be performed based on the complexity of the HDD operation, or modify the guideline to fit the respective area.
A soil investigation is required, suitable for the proposed complexity of the installation to confirm ground conditions that will be encountered during the HDD operation. The HDD process is a continual and extensive soil analysis as the pilot bore is made encountering the varying soils and formations.
Projects less than 500' in length, where the product or casing is 8" or less in diameter:
A field soil sampling investigation to a depth of one foot below the proposed drilling. a) Subsurface strata, fill, debris and material
Projects less than 800' in length, where the product or casing is 14" or less in diameter:
A field soil sampling investigation to a depth of one foot below the proposed drilling. a) subsurface strata, fill, debris and material
b) particle size distribution ( particularly percent gravel and cobble) Projects where the product or casing is 16" or greater in diameter:
A geotechnical evaluation by a qualified soil engineer to determine the following. a) subsurface strata, fill, debris and material,
b) particle size distribution ( particularly percent gravel and cobble), c) cohesion index, internal angle of friction, and soil classification, d) plastic and liquid limits ( clays), expansion index (clays), soil density e) water table levels, and soil permeability,
Projects where the product or casing 24" or greater in diameter:
A geotechnical evaluation by a qualified soil engineer to determine the following. a) subsurface strata, fill, debris and material
b) particle size distribution ( particularly percent gravel and cobble) c) cohesion index, internal angle of friction, and soil classification d) plastic and liquid limits ( clays), expansion index (clays), soil density, and penetration tests, e) rock strength, rock joint fracture and orientation, water table levels, and soil permeability, fl areas of suspected and known contamination should also be noted and characterized. 13 06/24/2025
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A borehole or test pit should be undertaken on both sides and in the median when conditions permit.
Additional boreholes or test pits should be considered if substantial variations in soil conditions are encounteredin the soil analysis (the presenceof gravel, cobble, and/or boulders).
Fluid jetting methods used as a means of cutting should only be considered where soils have a high cohesion such as stiff clays.
PRE - CONSTRUCTION & SITE EVALUATION
The following steps should be undertaken by the permittee/ contractor in order to ensure safe and efficient construction with minimum interruption of normal, everyday activities at the site.
Notify owners of subsurface utilities along and on either side of the proposed drill path of the impending work through USA alert ( the one -call program). All utilities along and on either side of the proposed drill path areto be located.
Obtain all necessarypermits or authorizations to carry construction activities near or across all such buried obstructions.
All utility crossings should be exposedusing a hydro -excavation, hand excavation (potholing) or other approved method to confirm depth.
Construction schedule should be arranged so as to minimize disruption ( e.g. drilling under railroad beds, major highways, and/ or river crossings).
The proposed drill path should be determined and documented, including its horizontal and vertical alignments and the location of buried utilities and substructuresalong the path.
Walk the area prior to the commencement of the project and visually inspect potential sites. The following should be addressed:
When on State R/ W establish whether or not there is sufficient room at the site for: entrance and exit pits; HDD equipment and its safe unimpeded operation; support vehicles; fusion machines; stringing out the pipe to be pulled back in a single continuous operation.
Establishing suitability of soil conditions for HDD operations. Subgradesoils consisting of large grain materials like gravel, cobble, andboulders make HDD difficult to use and may contribute to pipe damage.
Check the site for evidence of substructures such as manhole covers, valve box covers, meter boxes, electrical transformers, conduits or drop lines from utility poles, and pavement patches.
HDD may be a suitable method in areaswhere the substructuredensity is relatively high.
INSTALLATION REQUIREMENTS
During construction continuous monitoring and plotting of pilot drill progress shall be undertaken to ensure compliance with the proposed installation alignment and allow for appropriate course corrections to be undertaken that would minimize " dog legs" should the bore start to deviate from the intended bore path.
Monitoring shall be accomplished by manual plotting based on location and depth readings provided by the locating/tracking system or by computer generated bore logs which map the bore path based on information provided by the locating/tracking system. Readings or plot points shall be undertaken on every drill rod.
Excess drilling fluids shall be contained at entry and exit points until recycled or removed from the site.
Entry and exit pits should be of sufficient size to contain the expected return of drilling fluids and soil cuttings.
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The permittee shall ensurethat all drilling fluids are disposedof in a manner acceptableto the appropriate local, state, or federal regulatory agencies. When drilling in contaminated ground the drilling fluid shall be tested for contamination and disposed of appropriately. Restoration of damageto any highway or non - highway facility caused by escaping (" fracout") drilling fluid, or the directional drilling operation, shall be the responsibility of the permittee.
To minimize heaving during pullback, the pull back rate shall be determined which maximizes the removal of soil cuttings and minimizes compaction of the ground surrounding the borehole. The pullback rate shall also minimize overcutting of the borehole during the back reaming operation to ensure excessive voids are not created resulting in post installation settlement.
The permittee shall, prior to and upon completion of the directional drill, establish a Survey Grid Line and provide monitoring as outlined in their submitted detailed monitoring plan. Subsurfacemonitoring points shall be utilized to provide early indications of settlement as large voids may not materialize during drilling due to pavement bridging.
Should pavement heaving or settlement occur, sawcutting and replacement of the asphalt shall be the responsibility of the permittee.
To prevent future settlement should the drilling operation be unsuccessful the permittee shall ensure the backfill of any void( s) with grout or backfilled by other means.
PERMITTEEXONTRACTOR RESPONSIBILITIES
The plans set submittal should contain the following information in support of the permit application.
1. Location of entry and exit point.
2. Equipment and pipe layout areas.
3. Proposeddrill path alignment (both plan & profile view).
4. Location, elevations and proposed clearances of all utility crossings and structures.
5. Proposed Depth of cover.
6. ** Soil analysis.
7. Product material ( HDPE/ steel), length, diameter - wall thickness, reamer diameter.
8. Detailed pipe calculations, confirming ability of product pipe to withstand installation loads and long term operational loads including H2O.
9. Proposedcomposition of drilling fluid ( basedon soil analysis) viscosity and density.
10. Drilling fluid pumping capacity, pressuresand flow ratesproposed.
11. Stateright- of-way lines, property, and other utility right- of-way or easementlines.
12. Elevations.
13. Type of tracking method/system.
14. Survey Grid establishment for monitoring ground surface movement ( settlement or heave) due to the drilling operation.
Note: ** May be waived by the District Permit Engineer on HDD jobs of less than 6" in diameter and on a transverse crossing less than I50' in length.
ADDITIONAL PERMIT CONDITIONS SHALL BE SET FORTH IN THE SPECIAL PROVISIONS OF THE PERMIT.
LOCATING AND TRACKING
EFFECTIVE JANUARY 1, 2000, LOCATING AND TRACKING OF THE REAMER DURING THE BACK - REAMING PROCESS IS REQUIRED.
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The illustration below shows a universal housing that will work with any drill -string on all HDD rigs.
Manufactured using heat treated
nrucl el- chrome- mol_ y alloy steel
12evolutfonar_ y internal sealed
fnde: ng cartridg
DRILLING FLUIDS MANAGEMENT PLAN
G fluid passages
campletel_ y surround
transmitter chsimber
The following information should be provided as part of the drilling fluid management plan:
Identify source of fresh water for mixing the drilling mud (Necessary approvals and permits are required for sourcessuch as streams, rivers, ponds, or fire hydrants).
Method of slurry containment.
Method of recycling drilling fluid and spoils (if applicable).
Method of transporting drilling fluids and spoils off site.
Drilling fluid pressures should not exceed that which can be supported by the overburden ( soil) pressure.
Drilling fluids servemany functions, asfollows:
Removes cuttings from the bottom of the hole and transports them to the surface.
Holds cuttings and weight material in suspension when circulation is interrupted.
Releases sands and cuttings at the surface.
Stabilizes the hole with an impermeable cake.
Cools and lubricates the drill bit and drill string
Controls subsurfacepressures.
Transmits hydraulic horsepower.
Cools the locating transmitter sondepreventing burnout.
PREVIOUS EXPERIENCE
The permittee's contractor should provide a list of projects completed by his company, location, project environment (e.g., urban work, river crossing), product diameter and length of installation.
The permittee's contractor should provide a list of key personnel.
SAFETY
Emergency procedures for inadvertently boring into a natural gas line, live power cable, water main, sewer lines, or a fiber- optic cable, which comply with applicable regulations.
Emergency evacuation plan in case of an injury.
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CONTINGENCY PLANS
The Contingency plan shall addressthe containment and removal, of an inadvertent return or spill ( e.g., drilling fluids, and hydraulic fluids).
COMMUNICATION PLAN
The communication plan should addressthe following:
The phone numbers for communication with owner or his representative on the site.
Identification of all key personnel which will be responsible for ensuring that the communications plan is followed.
DRILLING OPERATIONS
The following paragraphs provide general remarks and rules of thumb related to the directional boring method, aswell as specific details regarding various stagesof the installation process.
The drill path alignment should be as straight as possible to minimize the fractional resistance during pullback and maximize the length of the pipe that can be installed during a single pull.
The radius of curvature is determined by the bending characteristics of the product line, and it is increasing with diameter.
If a drill hole beneath a road must be abandoned, the hole should be backfilled with grout or bentonite to prevent future subsidence.
EQUIPMENT SETUP AND SITE LAYOUT
Sufficient spaceis required on the rig side to safely setup and operatethe equipment.
Sufficient space should be allocated to fabricate the product pipeline into one string, thus enabling the pull back to be conducted in a single continuous operation.
DRILLING AND BACK - REAMING
Drilling mud shall be used during drilling and back reaming operations. Using exclusively water may cause collapse of the borehole in unconsolidated soils, while in clays, the use of water may causeswelling and subsequentjamming of the product.
Heaving may occur when attempting to back ream too large of a hole. This can be avoided by using several pre -reams to gradually enlarge the hole to the desired diameter.
The conduit must be sealedat both ends with a cap or a plug to prevent water, drilling fluids and other foreign materials from entering the pipe as it is being pulled back.
Pipe rollers, skatesor other protective devices should be used to prevent damageto the pipe from the edges of the pit during pullback, eliminate ground drag or reduce pulling force and subsequently reduce the stress on the product.
The drilling mud in the annular region should not be removed after installation, but permitted to solidify and provide support for the pipe and neighboring soil.
BREAK - AWAY PULLING HEAD
Some utility companies require the use of breakaway swivels to limit the amount of force used when pulling HDPE products.
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PROTECTIVE COATINGS
In an HDD installation, the product pipe may be exposed to extra abrasion during pullback. When installing a steel pipe, a form of coating which provides a corrosion barrier as well as an abrasion barrier is recommended during the operation, the coating should be well bonded and have a hard smooth surface to resist soil stressesand reduce friction, respectively. A recommended type of coating for steel pipes is mill applied Fusion Bonded Epoxy.
DRILLING FLUID - COLLECTION AND DISPOSAL PRACTICES
Drilling fluids, additives and their Material Safety Data Sheets ( MSDS) shall be identified within the contractors submittal permit package.
Excess drilling fluids shall be contained within a lined pit or containment pound, until removed from the site.
When an area of contaminated ground is encountered, the slurry shall be tested for contamination and disposed of in a manner, which meets Local, State and/ or Federal requirements.
Precautions shall be taken to keep drilling fluids out of the streets, manholes, sanitary and storm sewers, and other drainage systems, including streamsand rivers.
The contractor shall make all diligent efforts to minimize the amount of drilling fluids and cuttings spilled during the drilling operation, and shall provide complete clean- up of all drilling mud overflows or spills.
SITE RESTORATION AND POST CONSTRUCTION EVALUATION
All surfaces affected by the work shall be restored to their pre- existing conditions.
The permittee/ contractor shall provide a set of as -built drawings to include both alignment and profile.
Drawings should be constructed from actual field readings. Raw data shall be submitted as part of the As - Built" document. The contractor shall stipulate the tracking method used to ensure the data was captured.
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MICROTUNNELING
Micro -tunneling is a hybrid of the tunneling industry ( miniaturization of tunnel boring machines) and the pipeline industry where pipe jacking has been used for more than 100 years. It is a special construction method suitable for many conditions where open cut construction methods are not cost effective, too disruptive, or not physically possible.
MICRO - TUNNELING PLAN SET SUBMITTAL
The plan set submittal shall consist of two separate submittals, by the Owner of the installation and by the owner' s contractor.
The submittal by the owning agency shall contain the following plans and information:
1. Drive lengths
2. Proposed depth
3. Shaft; jacking and receiving shafts, manhole construction, shaft backfill, and shoring removal; Type of shaft;
a) Sheet Pile
b) Beams and Lagging
c) Trench Box
d) Auger Drilled and Lined
e) Caissons
4. Intermediate jacking stations;
Number of Stations;
a) Required by Specifications
b) On site
5. Geotechnical; including ground water information
Geotechnical evaluation by a qualified soil engineer to determine the following; a) Boring logs & plan locations of borings and cross sections, Subsurface strata, fill and ground water elevations
b) Particle size distribution ( particularly percent rock and cobble), c) Cohesion indexes, internal angle of friction, and soil classification, d) Plastic and liquid limits ( clays), expansion index ( clays), soil density, and penetration tests,
e) Rock strength; rock joint fracture and orientation, water table levels, and soil permeability,
e) Areas of suspected and known contamination should also be noted and characterized.
Should the soil investigation determine the presence of rock, cobbles, and/or boulders, determination of the following information would be required; a) Depth and extent of rock
b) Rock type
c) Rock strength
d) Rock joint/ fracture spacing
e) Hardness
fl RQD
g) Estimated range of sizes & frequency of occurrence of cobbles and boulders.
Boreholes or test pits for road crossings shall be undertaken on both sides with one or more additional boreholes or test pits in the median where conditions permit. Additional boreholes or test pits should be considered if substantial variation in soil conditions are encountered. Where a proposed installation parallels an existing road, boreholes or test pits should be undertaken at approximately 250 to 410 feet 19 06/24/2025
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PIPE RAMMING
Pipe Ramming pit requirements are identical to those for Bore & Jack.
Establishment of a survey - grid line is required.
Before any project begins, exploration bore -holes and a complete geotechnical investigation shall be conducted to determine possible difficulties in order to determine the drilling trajectory.
The casing shall be rammed open ended, except when the diameter is 6" or smaller. Pipes 6" or smaller may be rammed open ended or closed.
A soil shoe may be installed on the leading edge of the casing, either by fabrication on site or obtained from the manufacturer. A soil shoe shall not be utilized on those installations at depths or 18" or less from the surface.
Lubrication shall only be utilized to reduce friction and increase production. The amount of lubrication directed to the outside of the pipe shall only be of a sufficient amount required to fill the void between the outside of the pipe and soil, as createdby the soil shoe.
Lubrication to the inside of the casing shall only be an amount adequateto assistin spoil removal when the ram is completed.
Welding of the casing at joints shall be as per the manufacturer' s recommendations.
The use of straps at each joint on pipe diameters of 12" or larger is required as is the use of the manufacturer' s specified welding wire or rod.
Spoil removal for rammed encasementsof 30" in diameter or less, may utilize pressurized air or water.
Air pressure shall not exceed 150 psi and water pressure shall not exceed 300 psi.
Encasements larger than 30" in diameter shall have the spoils removed by other means than by pressurizing of the pipe, such as, manual, auguring, vacuum, washing or other means.
The Receiving Pit shall be steel plated entirely when the spoils are to be removed from within the encasementby meansof air or water pressurized methods.
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PIPE BURSTING
Pipe Bursting operations generally are only performed by the owning utility when they have exceeded the operating capacity of their existing facilities. In most cases pipe bursting allows the utility owners the advantage of upgrading their existing facilities by up to 50%.
On installations of diameters 12" or greater it is necessaryto establish a survey -grid line and establish the existing elevation points over the existing area of installation.
A soil analysis should be required and review of the information to identify any locations of difficulty, density, water table, changesin soil formation that could present or creategreater friction resistance.
Requestinformation of the proposed project asto:
1. The ratio of the proposed upgrade to determine difficulty, generally up to 25% increase in diameter is common. An increase of 25% - 50% is considered challenging, and an increase of 50% or greater is considered experimental.
2. The existing depth of cover, " rule of thumb" depth of cover should be at least I OX the difference in the upgrade of the existing diameter to be burst.
3. Whether or not the existing line has been viewed by video, do not allow line to be burst blind.
4. Is this proposed line straight or arethere bends in the line.
5. If bends are existing in the line, the location of the bend will have to be excavated and new pits re- established at those locations.
6. Require that the contractor provide a list of equipment to be on site to handle an emergency, in the event that bypass pumping is required to maintain the existing service in the event of a problem.
7. As to what method will be utilized ( static, pneumatic, burst andjack, or hydraulic). 22 06/24/2025
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intervals.
CONTRACTOR' S SUBMITTAL
Shall contain the following plans and information:
1. Shaft; soil stability at portals and ground improvement.
2. Dewatering plans for jacking andreceiving shafts, if any.
3. Shoring design for jacking and receiving shafts.
4. Survey control plan: lasers, laser mounting, laser checking.
5. Ground surface settlement monuments and subsurface settlement monuments monitoring program plan.
Buried points
a) Rebar points, or
b) MPBX ( Multi -point borehole extensometers)
6. Recycling information; slurry mix and polymer additives, slurry separationplant type, and spoils disposal;
a) Removal of slurry in dump trucks.
b) Removal of slurry in tankers.
c) Settlement ponds.
d) Muck piles on site.
7. Contingency plan information;
a) Ground improvement plans when required at portals and/or behind thrust block/ reaction wall due to weak and unstable soil conditions.
b) Obstruction removal through emergency ( 911) shafts or other means. c) Mechanical breakdowns and recovery of the MTBM through 911 shafts or other means. d) Control of hydrofracture and slurry loss.
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BID SCHEDULE
PROJECT NAME: EMERGENCY MODIFICATIONS - BUENA OUTFALL FORCEMAIN PHASE III PROJECT C. I. P. No. 8131)
NAME OF BIDDER: DICK MILLER INC.
Base Bid Items
Bid
Description Of Work Qty. Unit Unit Price Item Total
Item
GENERAL
1 Mobilization & Demobilization
1 LS 86, 250. oo 86, 250 . 00
5% maximum of Total Base Bid)
Erosion Control and BMPS ( project < 1 AC earth 1 LS2
disturbance, SWPPP not required)
71, 60 . oo 1, 60 . o0
3 Dewatering measures 1 LS 65, 000. 00 65, 000. 00
Traffic Control and Construction Staging per City of 1 LS4 Carlsbad requirements
195, 000. 00 195, 000. 00
5 Sheeting, Shoring and Bracing 1 LS
23, 400. 00 23, 400. 00
6 Utility Potholing (Odor Control Easement Areas and 1 LS 32, 884. 00 32, 884. 00 Medians)
7 Utility Potholing ( Roadway Area) 1 LS 60, 288. 00 60, 288. 00 8 Record Drawing (" As - Built") Plans ( stipulated
1 LS 1, 500 1, 500
amount)
REMOVALS
9 Remove and dispose of existing 6" PCC curb 30 LF
109. 00 3, 270. 00
and gutter
10 Remove and dispose of existing 4" stamped 300 SF 34. 00 10, 200. 00 PCC center median
11 Remove and dispose of existing trench 1 LS
excavation AC pavement and base
1a, 722 . o0 18, 722. 00
EARTHWORK
12 Roadway trench excavation 15 CY 1, 120. 00 16, 800. 00 13 Roadway trench over excavation and crushed 5 CY
424. 00 2, 115. 00
rock trench stabilization
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Bid
Item
Description Of Workp Qty. Unit Unit Price Item Total
14 Roadway trench backfill ( pipe zone and backfill 15 CY 424. 00 6, 360. 00 zone) installation
15 Roadway Class II aggregate base 5 CY 1, 214. 00 6, 070. 00 SEWERSYSTEM [Specialty Item(s)]
Modify existing combination air vacuum valve16
assembly with dual air vacuum valve assembly
3 EA 42, 805. 00 128, 415. 00
Modify existing combination air vacuum valve
17 assembly with a single combination air vacuum 2 EA 34, 200 . 00 68, 400. 00 valve
18 Install new dual air vacuum valve assembly 1 EA
21, 133. 00 21, 133. 00
19 Install new single air vacuum valve assembly 1 EA 17, 500. 00 17, 500. 00 Modify Odor Control Unit No. 2 ( all Easement
20 piping area excavation, mechanical piping, 1 LS
pumps, appurtenances, installation and
124, 644. 00 124, 644. 00
backfill)
Modify Odor Control Unit No. 3 ( all Easement
21 area excavation, mechanical piping, 1 LS
128, 804. 00 128, 804. 00
appurtenances, installation and backfill)
Modify Odor Control Unit No. 2 air and drain
22 pipeline connections ( all Roadway area 1 LS
130, 624. 00 130, 624. 00
mechanical piping)
Modify Odor Control Unit No. 3 air and drain
23 pipeline connections ( all Roadway area 1 LS
130, 624. 00 130, 624. 00
mechanical piping)
Modify existing manhole and couple HDPE24
piping with spool and appurtenances
11 EA 29, 681 . 00 326, 481. 00
Modify existing manhole and couple HDPE25 1 EA 29, 500. 00 29, 500. 00 piping with tee and appurtenances
Modify existing manhole and couple HDPE with26
reducer and appurtenances
4 EA 29, 500 . o0 11s, 000. 00
DRY UTILITY UNDERGROUND
Supply and install pre - cast PCC vault with
27 access lid at Odor Control No. 2 ( including 1 LS 16, 167. 00 16, 167. 00 excavation, disposals, placement and backfill)
Supply and install pre -cast PCC vault with
28 access lid at Odor Control No. 3 (including 1 LS 16, 167. 00 16, 167. 00 excavation, disposals, placement and backfill)
ELECTRICALSYSTEM [Specialty Item(s)]
KM
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Bid
Item
Of WorkDescriptionp Qty. Unit Unit Price Item Total
Supply and install pressure isolation electrical
29 control sensor, components, conduits, wires for 1 LS 324, 068. 00 324, 068. 00 Odor Control Unit No. 2
GENERAL SURFACE IMPROVEMENTS
Construct T-patch trench re -surfacing per City
30 of Carlsbad City stds. ( temporary only prior to 30 Ton 585. 00 17, 550. 00 final 2" grind and overlay, base course 3/ 4"
aggregate full depth to finish surface)
31 Construct 2" grind / AC overlay per City of 60 Ton 286. 00 17, 160. 00 Carlsbad stds.
32 Construct 4" PCC curb and gutter per City of
Carlsbad stds.
100 LF 84. 00 8, 400. 00
Construct 4" Stamped and center median
33 colored concrete per City of Carlsbad stds.
300 SF 26. 00 7, aoo . 00
34 Install final striping and signing per City of 1 LS 9, 200. 00 9, 200 . 00 Carlsbad stds.
LANDSCAPEIMPROVEMENTS [Specialty Item(s)]
Repair, replace, relocate existing median
35 irrigation system in conflict with appurtenance
1 LS 10, 000 10, 000
installation per City of Carlsbad stds.
Allowance item - force account work)
TOTAL BASE BID FOR IMPROVEMENTS ( in figures):
2, 250, 266. 00
NOTE: Determination of the lowest bid shall be based solely on the lowest TOTAL BASE BID FOR IMPROVEMENTS. Unit prices shall prevail over extended total and grand total prices. Late bids will not be accepted.
Alternate Bid Items
Bid
Item
Description Unit Qty. Unit Price Item Total
A- 1 Remove and dispose of existing PCC sidewalk 32 SF
31. 00 992. 00
A- 2 Install PCC sidewalk per City of Carlsbad stds. 32 SF 38. 00 1, 216. 00 A- 3 Modify existing air valve assembly with dual 1 EA 8, 912 . 00 8, 912. 00 assembly behind sidewalk
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Modify existing air valve assembly with singleA- 4 1 EA ill 900. 00 11, 900. 00 assembly behind sidewalk
A- 5 Install 4" thick 4' x8' PCC dual air valve pad 32 SF 36. 00 1, 152. 00 A- 6 Install 4" thick 4' x4' PCC single air valve pad 16 SF
56. 00 896. 00
NOTE: Determination of the lowest bid shall be based solely on the lowest TOTAL BASE BID FOR IMPROVEMENTSand not the alternative bid items. Alternative Bid Items are to establish pricing for air vacuum relief valve relocations behind the existing northerly sidewalk of Palomar Airport Road on private property in lieu of proposed base bid relocations to the center median. Buena Sanitation District is seeking easements from private property owners in parallel with project bidding and prefers to construct air vacuum valves in the alternate locations behind the sidewalk if permitted through easement acquisition. Unit prices shall prevail over extended total and grand total prices. Late bids will not be accepted.
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CONTRACTOR' S LICENSING STATEMENT
The undersignedis licensed in accordancewith the laws of the State of California providingfor the registration of Contractors.
Contractor' s License Number: 380204
Contractor' s License Class: A, B, C- 12
Expiration Date: 06/ 30/ 2025
As described in the INSTRUCTIONS FOR SIGNING BIDS, BONDS AND CONTRACTS, complete and sign the appropriate section for your company)
Name of Individual Contractor ( Print or type):
Signature of Contractor:
Business Address: 930 BOARDWALK SUITE H, SAN MARCOS, CA. 92078 or
Name of Partnership or Joint Venture Firm:
Business
Add ress:
Signature, printed name, title and address of members signing on behalf of the partnership:
Signature: Name:
Title:
Address:
Signature:
Title:
Address:
Name:
or
Name of Corporation: DICK MILLER INC.
Business Address: 930 BOARDWALK SUITE H, SAN MARCOS, CA. 92078 Corporation organized under the laws of the State of
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Bond No. _
Premium: $
Effective Date:
PAYMENT BOND
LABOR AND MATERIALS)
KNOW ALL PERSONS BY THESE PRESENTS that:
The Buena Sanitation District (" District") has awarded a contract ( the " Contract") to Dick Miller, Inc. (" Principal") as follows:
Emergency Modifications - Buena Outfall Forcemain Phase III Modifications ( CIP No. 8131), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.
Principal is required under the terms of the Contract and the California Civil Code to furnish a bond to secure the prompt, full, and faithful payment of any Claimant, as hereinafter defined, for all labor, materials or services used or reasonably required for use in the performance of the work, concurrently with delivery to District of the signed Contract.
NOW, THEREFORE, we, the undersigned Principal, and
Name, address, and telephone number of Surety)
Surety") a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto District in the penal sum of Two Million Two Hundred Fifty Thousand Two Hundred Sixty Six Dollars 2,250, 266. 00), this amount being not less than one hundred percent ( 100%) of the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, or subcontractors shall fail to pay any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), or any amounts due under the Unemployment Insurance Code with respect to work or labor performed under the Contract, or for any amounts required to be deducted, withheld, and paid over to the Employment Development Department from the wages of employees of Principal and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code, with respect to work or labor performed under the Contract (" Claimants"), Surety will pay for the same in an amount not exceeding the penal sum specified in this bond; otherwise, this obligation shall become null and void.
This bond shall inure to the benefit of any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), so as to give a right of action to such persons or their assigns in any suit brought upon the bond.
In case suit is brought upon this bond to enforce or interpret this bond' s terms, Surety further agrees to pay all court costs and reasonable attorneys' fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys' fee provision contained in this Performance Bond shall not apply to the Contract.
In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorneys' fees in the litigation.
FURTHER, Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.
District is an intended beneficiary of this bond and has all rights of a party thereto.
BUENA SANITATION DISTRICT Page 1 of 2 DICK MILLER, INC. 00065306 4 [ 00065306 21 PAYMENT BOND ( LABOR & MATERIALS) 4868- 3307- 5652, v. 2
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IN WITNESS WHEREOF, this instrument has been duly executed by Principal and Surety, on the date set forth below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative( s) pursuant to authority of its governing body.
Dated:
Principal"
DICK MILLER, INC.
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
APPROVED
Amanda L. Guy
20240531094232
Surety"
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney - in -fact must be attached.
BUENA SANITATION DISTRICT Page 2 of 2 DICK MILLER, INC. 00065306 4 [ 00065306 21 PAYMENT BOND ( LABOR & MATERIALS) 4868- 3307- 5652, v. 2
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Bond No. _
Premium: $
Effective Date:
PERFORMANCE BOND
KNOW ALL PERSONS BY THESE PRESENTS that:
The Buena Sanitation District (" District") has awarded a contract ( the " Contract") to Dick Miller, Inc. (" Principal") as follows:
Emergency Modifications - Buena Outfall Forcemain Phase III Modifications ( CIP No. 8131), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.
Principal is required under the terms of the Contract to furnish a bond guaranteeing the prompt, full, and faithful performance of the Contract concurrently with delivery of the signed Contract to Commission.
NOW, THEREFORE, we, the undersigned Principal, and
Name, address, and telephone number of Surety)
Surety") a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto District in the penal sum of Two Million Two Hundred Fifty Thousand Two Hundred Sixty Six Dollars 2, 250, 266. 00), this amount being not less than one hundred percent ( 100%) the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, and well and truly keep and perform all the undertakings, terms, covenants, conditions and agreements in the Contract and any alteration thereof made as therein provided, on Principal' s part to be kept and performed, all within the time and in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and hold harmless District and its officers, agents, and others as therein provided, from any and all losses, liability and damages, claims, judgments, stop payment notices, costs, and fees of every description, whether imposed by law or equity, which may be incurred by District by reason of the failure or default on the part of Principal in the performance of any or all of the terms or the obligations of the Contract Documents, as they may be amended and supplemented including, but not limited to, Principal' s liability for District' s damages ( including direct and consequential damages incurred by District for: rental expenses; losses of use, income, profit, business, and reputation; increased financing costs; and loss of management or employee productivity or of the services of such persons) caused by Principal' s delays, as well as Principal' s liability for other delay damages or liquidated damages, and any warranties or guarantees required thereunder; then this obligation shall become null and void; otherwise, it shall be and remain in full force and effect.
When District declares that Principal is in default under the Contract, Surety shall promptly, take one of the following actions:
a) Remedy the default;
b) Undertake through its agents or independent contractors reasonably acceptable to District, to complete the Project according to the Contract Documents' terms and conditions then in effect including without limitation, all obligations with respect to warranties, guarantees, and the payment of liquidated damages; or, if required by District; c) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions using a procurement methodology approved by District, select a contractor or contractors — acceptable to District — to complete all of the Work, and arrange for a contract between the contractor( s) and District, to be secured with performance and payment bonds executed by an admitted surety insurer equivalent to the bonds issued on the Construction Contract, and Surety shall make available, as the Work progresses, sufficient funds to pay the cost of BUENA SANITATION DISTRICT Page 1 of 3 DICK MILLER, INC. 000653074 [ 0006530721 PERFORMANCE BOND ( FAITHFUL PERFORMANCE) 4864- 1534- 9188, v. 2
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completion less the balance of the Contract Sum, and to pay and perform all obligations of Principal under the Contract and Contract Documents, including other costs and damages for which Surety is liable under this Bond and all obligations with respect to warranties, guarantees, and the payment of liquidated damages as a result of Contractor' s default;
d) Waive its right to perform and complete, arrange for completion, or obtain a new contractor and with reasonable promptness under the circumstances:
i) After investigation, determine the amount for which it may be liable to District and, as soon as practicable after the amount is determined, make payment to District; or ii) Deny liability in whole or in part and notify District, citing the reasons for denial.
If Surety does not proceed as provided above with reasonable promptness, Surety shall be deemed to be in default on this Bond seven days after receipt of an additional written notice from District to Surety demanding that Surety perform its obligations under this Bond, and District shall be entitled to enforce any remedy available to District. If Surety admits liability and tenders payment, and District refuses the payment, or Surety has denied liability, in whole or in part, without further notice District shall be entitled to enforce any remedy available to District.
In case suit is brought upon this bond, Surety further agrees to pay all court costs and reasonable attorneys' fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys' fee provision contained in this Performance Bond shall not apply to the Contract. In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorneys' fees in the litigation.
FURTHER, Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.
District is an intended beneficiary of this bond and has all rights of a party thereto.
Text and signatures continued on page 2.]
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IN WITNESS WHEREOF, two ( 2) identical counterparts of this instrument, each of which shall for all purposes be deemed an original hereof, have been duly executed by Principal and Surety, on the date set forth below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative( s) pursuant to authority of its governing body.
Dated:
Principal"
DICK MILLER, INC.
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
APPROVED
Amanda L. Guy
20240531094414
Surety"
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney - in -fact must be attached.
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DocuSign Envelope ID: 21D16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD Bond No. _
Premium: $
Effective Date:
PAYMENT BOND
LABOR AND MATERIALS)
KNOW ALL PERSONS BY THESE PRESENTS that:
The Buena Sanitation District (" District") has awarded a contract ( the " Contract") to Dick Miller, Inc. (" Principal") as follows:
Emergency Modifications - Buena Outfall Forcemain Phase III Modifications ( CIP No. 8131), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.
Principal is required under the terms of the Contract and the California Civil Code to furnish a bond to secure the prompt, full, and faithful payment of any Claimant, as hereinafter defined, for all labor, materials or services used or reasonably required for use in the performance of the work, concurrently with delivery to District of the signed Contract.
NOW, THEREFORE, we, the undersigned Principal, and
Name, address, and telephone number of Surety)
Surety") a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto District in the penal sum of Two Million Two Hundred Fifty Thousand Two Hundred Sixty Six Dollars 2,250, 266. 00), this amount being not less than one hundred percent ( 100%) of the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, or subcontractors shall fail to pay any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), or any amounts due under the Unemployment Insurance Code with respect to work or labor performed under the Contract, or for any amounts required to be deducted, withheld, and paid over to the Employment Development Department from the wages of employees of Principal and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code, with respect to work or labor performed under the Contract (" Claimants"), Surety will pay for the same in an amount not exceeding the penal sum specified in this bond; otherwise, this obligation shall become null and void.
This bond shall inure to the benefit of any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), so as to give a right of action to such persons or their assigns in any suit brought upon the bond.
In case suit is brought upon this bond to enforce or interpret this bond' s terms, Surety further agrees to pay all court costs and reasonable attorneys' fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys' fee provision contained in this Performance Bond shall not apply to the Contract.
In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorneys' fees in the litigation.
FURTHER, Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.
District is an intended beneficiary of this bond and has all rights of a party thereto.
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DocuSign Envelope ID: 2lD16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD IN WITNESS WHEREOF, this instrument has been duly executed by Principal and Surety, on the date set forth below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative( s) pursuant to authority of its governing body.
Dated:
Principal"
DICK MILLER, INC.
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
APPROVED
Amanda L. Guy
20240531094232
Surety"
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney - in -fact must be attached.
BUENA SANITATION DISTRICT
00065306 4 [ 00065306 21
4868- 3307- 5652, v. 2
PAYMENT BOND ( LABOR & MATERIALS)
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DocuSign Envelope ID: 21D16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD Bond No. _
Premium: $
Effective Date:
PERFORMANCE BOND
KNOW ALL PERSONS BY THESE PRESENTS that:
The Buena Sanitation District (" District") has awarded a contract ( the " Contract") to Dick Miller, Inc. (" Principal") as follows:
Emergency Modifications - Buena Outfall Forcemain Phase III Modifications ( CIP No. 8131), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.
Principal is required under the terms of the Contract to furnish a bond guaranteeing the prompt, full, and faithful performance of the Contract concurrently with delivery of the signed Contract to Commission.
NOW, THEREFORE, we, the undersigned Principal, and
Name, address, and telephone number of Surety)
Surety") a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto District in the penal sum of Two Million Two Hundred Fifty Thousand Two Hundred Sixty Six Dollars 2, 250, 266. 00), this amount being not less than one hundred percent ( 100%) the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, and well and truly keep and perform all the undertakings, terms, covenants, conditions and agreements in the Contract and any alteration thereof made as therein provided, on Principal' s part to be kept and performed, all within the time and in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and hold harmless District and its officers, agents, and others as therein provided, from any and all losses, liability and damages, claims, judgments, stop payment notices, costs, and fees of every description, whether imposed by law or equity, which may be incurred by District by reason of the failure or default on the part of Principal in the performance of any or all of the terms or the obligations of the Contract Documents, as they may be amended and supplemented including, but not limited to, Principal' s liability for District' s damages ( including direct and consequential damages incurred by District for: rental expenses; losses of use, income, profit, business, and reputation; increased financing costs; and loss of management or employee productivity or of the services of such persons) caused by Principal' s delays, as well as Principal' s liability for other delay damages or liquidated damages, and any warranties or guarantees required thereunder; then this obligation shall become null and void; otherwise, it shall be and remain in full force and effect.
When District declares that Principal is in default under the Contract, Surety shall promptly, take one of the following actions:
a) Remedy the default;
b) Undertake through its agents or independent contractors reasonably acceptable to District, to complete the Project according to the Contract Documents' terms and conditions then in effect including without limitation, all obligations with respect to warranties, guarantees, and the payment of liquidated damages; or, if required by District; c) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions using a procurement methodology approved by District, select a contractor or contractors — acceptable to District — to complete all of the Work, and arrange for a contract between the contractor( s) and District, to be secured with performance and payment bonds executed by an admitted surety insurer equivalent to the bonds issued on the Construction Contract, and Surety shall make available, as the Work progresses, sufficient funds to pay the cost of BUENA SANITATION DISTRICT Page 1 of 3 DICK MILLER, INC. 000653074 [ 0006530721 PERFORMANCE BOND ( FAITHFUL PERFORMANCE) 4864- 1534- 9188, v. 2
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DocuSign Envelope ID: 21D16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD completion less the balance of the Contract Sum, and to pay and perform all obligations of Principal under the Contract and Contract Documents, including other costs and damages for which Surety is liable under this Bond and all obligations with respect to warranties, guarantees, and the payment of liquidated damages as a result of Contractor' s default;
d) Waive its right to perform and complete, arrange for completion, or obtain a new contractor and with reasonable promptness under the circumstances:
i) After investigation, determine the amount for which it may be liable to District and, as soon as practicable after the amount is determined, make payment to District; or ii) Deny liability in whole or in part and notify District, citing the reasons for denial.
If Surety does not proceed as provided above with reasonable promptness, Surety shall be deemed to be in default on this Bond seven days after receipt of an additional written notice from District to Surety demanding that Surety perform its obligations under this Bond, and District shall be entitled to enforce any remedy available to District. If Surety admits liability and tenders payment, and District refuses the payment, or Surety has denied liability, in whole or in part, without further notice District shall be entitled to enforce any remedy available to District.
In case suit is brought upon this bond, Surety further agrees to pay all court costs and reasonable attorneys' fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys' fee provision contained in this Performance Bond shall not apply to the Contract. In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorneys' fees in the litigation.
FURTHER, Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.
District is an intended beneficiary of this bond and has all rights of a party thereto.
Text and signatures continued on page 2.]
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DocuSign Envelope ID: 2lD16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD IN WITNESS WHEREOF, two ( 2) identical counterparts of this instrument, each of which shall for all purposes be deemed an original hereof, have been duly executed by Principal and Surety, on the date set forth below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative( s) pursuant to authority of its governing body.
Dated:
Principal"
DICK MILLER, INC.
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
APPROVED
Amanda L. Guy
20240531094414
Surety"
By:
Signature
Name and Title
By:
Signature
Name and Title
Seal)
This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney - in -fact must be attached.
BUENA SANITATION DISTRICT
00065307 4 [ 00065307 21
4864- 1534- 9188, v. 2
PERFORMANCE BOND ( FAITHFUL PERFORMANCE)
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ESCROW AGREEMENT FOR
NNE R
SECURITY DEPOSITS IN LIEU OF RETENTION BAN K
ESCROW # 2289
ThisEscrowAgreementismadeandenteredintoonthe7`hof June2024, by andbetweenCily of Vista - BuenaSanitation District, whose address is 200 Civic Center Drive, Vista, CA 92084, hereinafter called " Owner"; Dick Miller, Inc., whose addressis 930 Boardwalk Suite H San Marcos CA 92078hereinaftercalled "Contractor", and Banner Ban a State charteredbank, whoseaddressis5901PriestlyDriveSuite160, CarlsbadCA92008, hereinaftercalled "EscrowAgent'.
Fortheconsiderationhereinaftersetforth, theOwner, Contractor, andEscrowAgentagreeasfollows:
1) Pursuantto Section22300of the Public Contract Codeof the Stateof California, Contractorhas the option to depositsecuritieswith EscrowAgentas a substitutefor retentionearningsrequiredto be withheldby Owner pursuantto theConstructionContractenteredintobetweentheOwnerandContractorfortheBuenaOutfall Forcernain PhaseIII project in the amountof *** Two Million Two Hundred fifty Thousand Two Hundred Sixly Six Dollars and Zero Cents*** $ l 25Q266.0Q dated June 5, 2024 (hereinafter referred to as "Contract').
Alternatively, onwrittenrequestoftheContractor, theOwnershallmakepaymentsoftheretentionearningsdirectly totheEscrowAgent. WhentheContractordepositsthesecuritiesasasubstitutefor Contractearnings, theEscrow AgentshallnotifytheOwnerwithin10daysof thedeposit. Themarketvalueof thesecuritiesatthetimeofthe substitutionshallbeatleastequaltothecashamountthenrequiredtobewithheldasretentionunderthetermsofthe Contract between the Owner and Contractor. Securities shall be held in the name of City. of Vista - Buena Sanitation District, and shall designate the Contractor asthe beneficial owner. 2) TheOwnershallmakeprogresspaymentstotheContractorforthosefundswhichotherwisewouldbewithheldfrom progresspaymentspursuanttotheContractprovisions, providedthattheEscrowAgentholdssecuritiesintheform and amount specified above.
3) WhentheOwnermakespaymentofretentionsearneddirectlytotheEscrowAgent, theEscrowAgentshallhold themfor thebenefitof theContractoruntil thetimethattheescrowcreatedunderthisContractis terminated. The Contractormaydirecttheinvestmentofthepaymentsintosecurities. All termsandconditionsof thisagreement andtherightsandresponsibilitiesof thepartiesshallbeequallyapplicableandbindingwhentheOwnerpaysthe Escrow Agent directly.
4) Contractorshallberesponsiblefor payingall feesfor theexpensesincurredby theEscrowAgentin administering theEscrowAccountandallexpensesoftheOwner. Theseexpensesandpaymentternsshallbedeterminedbythe Owner, Contractor and Escrow Agent.
5) Theinterestearnedonthesecuritiesor themoneymarketaccountsheldin escrowandall interestearnedonthat interestshallbeforthesoleaccountofContractorandshallbesubjecttowithdrawalbyContractoratanytimeand from time to time without notice to the Owner.
6) ContractorshallhavetherighttowithdrawalloranypartoftheprincipalintheEscrowAccountonlybywritten noticeto EscrowAgentaccompaniedbywrittenauthorizationfromtheOwnertotheEscrowAgentthatOwner consentsto the withdrawal of the amount sought to be withdrawn by Contractor.
Escrow Agreement — revised 312012019
5901 Priestly Dr., Ste. 160 is Carlsbad, CA 92008-8827
12t (
760) 448- 8300 • bannerbank. com
EQUAL HOUSING
Member FDIC, Equal Housing LenderLENDER
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7) The Owner shall have a right to draw upon the securities in the event of default by the Contractor. Upon seven days' written notice to the Escrow Agent from the Owner of the default, the Escrow Agent shall immediately convert the securities to cash and shall distribute the cash as instructed by Owner. 8) Upon receipt of written notification from the Owner certifying that the Contract is final and complete, and that the Contractor has complied with all requirements and procedures applicable to the Contract, Escrow Agent shall release to Contractor all securities and interest on deposit less escrow fees and charges of the Escrow Account. The escrowshallbeclosedimmediatelyupondisbursementof all moneysandsecuritieson depositandpaymentsof fees and charges.
9) EscrowAgent shallrely uponthe written notification from theOwnerandtheContractorpursuantto Sections (5) to 8), inclusive, of this Agreement and the Owner and Contractor shall hold Escrow Agent harmless from Escrow Agent' s release and disbursement of the securities and interest as set forth above. 10)The namesof the personswho are authorizedto give written notice or to receivewritten notice on behalfof the Owner and on behalf of the Contractor in connection with the foregoing, and exemplars of their respective signatures are as follows:
On behalf of Owner:
City of Vista - Buena Sanitation District
Title: YQthi,\/- e O
Name: ' n Qoo1
Signature:
V V . GA qt2- t
On behalf of Escrow Agent:
Banner Bank
Title: Escrow Administrator
Name: Francisca Pardo
Si nature.
5901 Pri Dr' a Suite 160, Carlsbad, CA 92008
On behalf of Contractor:
Dick Miller, Inc.
Title: President
Name: Glen Bullock
Signature:
930 Boardwalk, Suite H., San Marcos, CA 92078
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I I) By signing this Agreement, Contractor is: ( a) requesting Owner to make payment of retention earnings directly to Escrow Agent, ( b) choosing not to deposit securities as a substitute for retention earnings, and (c) agreeing not to direct the investment of payments of retention earnings into securities. The parties understand if Contractor desiresto change any of theforegoing, the escrow will need to be transferred to a different escrow agent. 12)This Agreement may be executedin any number of counterparts, and by the different parties in separate counterparts, each of which when so executed and delivered shall be an original. The executed signature page( s) from eachcounterpartmaybejoined togetherwith andattachedasonesuchoriginal andshallconstituteoneandthe same instrument. This Agreement, to the extent signed and delivered by electronic means, shall be treated in all manner and respects as an original agreement and shall be considered to have the samebinding legal effect as if it were the original signed version thereof delivered in person. Both Parties agree that an electronic copy of this Agreement shall be deemed to be an original of this Agreement for all purposes. The Parties also agreethat notice for all purposesunderthis Agreementmaybe madeby electroniccommunicationsto theemailaddressescontained in this Agreement, or as updated by an applicable Party.
At the time the escrow account is opened, the Owner and Contractor shall deliver to the Escrow Agent a fully executed counterpart of this Agreement.
IN WITNESSWHEREOF, thepartieshaveexecutedthis Agreementby theirproperofficer onthedatefirst setforth above.
City of Vista - Buena Sanitation District
Title: Pl` u.-1tV 10 \y-ec; T1r
Name: )- aY1 C.i )- 1 `kQA
Si nature:
rcl
R A-
Na,
vises, UA L
Dick Miller, Inc.
Title: President
Name: Glen Bullock
Signature: 1---
930 Boardwalk, Suite H., San Marcos, CA 92078
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DocuSign Envelope ID: 2lDl6CDF- 89Fl- 45E6- 9BOB- 78B4B4C6CABD Bond No. 024265883
Premium: $ 172942. 00
Effective Date: June 6, 2024
PAYMENT BOND
LABOR AND MATERIALS)
KNOW ALL PERSONS BY THESE PRESENTS that:
The Buena Sanitation District (" District") has awarded a contract ( the " Contract") to Dick Miller, Inc. (" Principal") as follows:
EmergencyModifications - Buena OutfallForcemainPhase III Modifications (CIP No. 8131), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.
Principal is required under the terms of the Contract and the California Civil Code to furnish a bond to secure the prompt, full, and faithful paymentof any Claimant, as hereinafterdefined, for all labor, materialsor servicesusedor reasonablyrequired for use in the performanceof the work, concurrentlywith delivery to District of the signed Contract.
NOW, THEREFORE, we, the undersigned Principal, and
The Ohio Casualty Insurance Company
790 The City Drive South, Suite 200
Orange, CA 92868
714- 634- 5722
Name, address, and telephone number of Surety)
Surety") a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto District in the penal sum of Two MillionTwo Hundred Fifty ThousandTwo Hundred Sixty Six Dollars 2,250,266.00), this amount being not less than one hundred percent ( 100%) of the total contract price, in lawful moneyof the United States of America, for the paymentof which sum well andtruly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.
THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, or subcontractors shall fail to pay any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), or any amounts due underthe Unemployment Insurance Code with respect to work or labor performed under the Contract, or for any amounts required to be deducted, withheld, and paid over to the EmploymentDevelopmentDepartmentfrom the wages of employeesof Principalandsubcontractorspursuantto Section13020of the UnemploymentInsuranceCode, with respectto work or labor performed under the Contract (" Claimants"), Surety will pay for the same in an amount not exceeding the penal sum specifiedin this bond; otherwise, this obligationshall becomenull and void.
This bondshall inure to the benefit of any of the persons named in Division4, Part 6, Title 3 of the CaliforniaCivil Code (§ 9000 et seq.), so as to give a right of action to such persons or their assigns in any suit brought upon the bond.
In case suit is brought upon this bond to enforce or interpret this bond' s terms. Surety further agrees to pay all court costs and reasonable attorneys' fees in an amount fixed by the court. Principal and Surety agree that this PerformanceBondshall not be considereda part of the Contractbut ratheris a separateobligationof Principaland its Surety, and that any attorneys' fee provisioncontainedin this PerformanceBondshall not apply to the Contract.
In the eventthere is any litigationbetweenthe parties arising from the breachof the Contract, each partywill bear its own attorneys' fees in the litigation.
FURTHER, Surety, for value received, herebystipulatesand agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.
District is an intended beneficiary of this bond and has all rights of a party thereto.
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DocuSign Envelope ID: 21D16CDF- 89F1- 45E6- 9BOB- 78B4B4C6CABD IN WITNESS WHEREOF, this instrument has been duly executed by Principaland Surety, on the date set forth below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative( s) pursuant to authority of its governing body.
Dated: June 6, 2024
Principal"
DICK MILLER, INC.
By:
S g
gure
Name and Title
By:
Signature
Name and Title
Seal)
APPROVED
Amanda L. Guy
20240531094232
Surety"
The Ohio Casualty Insurance Company
By,
Signature
Bart Stewart - Attorney - in - Fact
Name and Title
By:
Signature
Name and Title
Seal)
This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attomey- in-fact must be attached.
BUENA SANITATION DISTRICT
00065306 4 [ 00065306 21
4868- 3307- 5652, v. 2