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3/20/24
06/25/2024 C5 Page 215 of 351
ELECTRICAL GENERAL NOTES:
1. 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.
5. CONTRACTOR SHALL PAY FOR LOCAL FEES, PERMITS AND INSPECTIONS AS MAY BE REQUIRED AND PROVIDE A CERTIFICATE OF INSPECTION TO THE OWNER.
6. CONTRACTOR SHALL LEAVE THE SITE CLEAN, REMOVE ALL DEBRIS, EMPTY CARTONS, TOOLS, CONDUIT, WIRE SCRAPS AND ALL 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 O & 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; POWER CABLES SHALL BE TYPE XHHW-2, UNLESS NOTED OTHERWISE.
9. MINIMUM SIZE CONDUIT ABOVE GROUND SHALL BE 3/4". MINIMUM SIZE CONDUIT BELOW GROUND SHALL BE 1" UNLESS NOTED OTHERWISE.
10. MINIMUM SIZE POWER CONDUCTORS SHALL BE #12 AWG UNLESS NOTED OTHERWISE.
11. ALL WIRE TERMINATIONS SHALL HAVE A MINIMUM TEMPERATURE RATING OF 75 DEG C, AS SUCH, WIRE AMPACITIES ARE CALCULATED ON 75 DEG C RATINGS.
12. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE WITH PVC COATED GRS BENDS, ELBOWS AND STUB-UPS. ABOVE-GROUND CONDUIT SHALL BE PVC COATED GALVANIZED RIGID STEEL (RMC).
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.
17. ALL CONDUIT RUNS SHOWN ON THIS PLAN ARE SCHEMATIC IN NATURE. THE CONTRACTOR SHALL MAKE SURE THAT ALL CONDUIT INSTALLATIONS MEET LOCAL AND STATE CODES.
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.
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
MANUFACTURED IN ACCORDANCE WITH NEMA, ANSI, UNDERWRITER'S LABORATORY OR OTHER APPLICABLE STANDARDS AND RATED FOR HEAVY DUTY SERVICE.
26. SELECTION OF MATERIALS SHALL BE IN STRICT ACCORDANCE WITH THE DRAWINGS AND/OR SPECIFICATIONS.
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.
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.
29. CONTRACTOR TO READ ALL THE DRAWINGS IN THIS SET TO BECOME FAMILIARIZED WITH THE FULL ELECTRICAL SCOPE, INCLUDING BUT NOT LIMITED TO THE MECHANICAL, INSTRUMENTATION AND CIVIL DRAWINGS.
30. THESE DRAWINGS AND THE PROJECT SPECIFICATIONS ARE COMPLEMENTARY. WHERE THERE IS OVERLAP, THE MORE STRINGENT REQUIREMENT WILL TAKE PRECEDENCE.
31. CONTRACTOR SHALL VERIFY ALL CIRCUITS CONTAIN LESS THAN 5% VOLTAGE DROP. CONTRACTOR SHALL PROVIDE SHORT CIRCUIT ANALYSIS AND ARC FLASH STUDY, AS REQUIRED.
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 A GROUND WIRE, BE AT 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 SEISMIC-CERTIFIED AND ANCHORED ACCORDING TO EQUIPMENT MANUFACTURER'S INSTALLATION INSTRUCTIONS.
38. CONTROL PANEL PANEL SHALL BE EQUIPPED WITH HEATER(S) PROPERLY SIZED TO PREVENT MOISTURE ENTERING THE PANELS.
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:
1. 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.
E0.0
ELECTRICAL GENERAL NOTES
37 IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
Type text here
06/25/2024 C5 Page 216 of 351
CONDUIT DESIGNATION
C-CONTROL
P-POWER
MANUAL MOTOR STARTER
120V, 20A SIMPLEX RECEPTACLE
120V, 20A SPST SWITCH
FENCE
EXPOSED CONDUIT
CONDUIT WITHIN CEILING, FLOOR, WALLS,
OR UNDERGROUND
GROUNDING ELECTRODE CONDUCTOR
120V, 20A 3-WAY SWITCH
120V, 20A 4-WAY SWITCH
120V, 20A DUPLEX RECEPTACLE
120V, 20A QUADRAPLEX RECEPTACLE
480V SIMPLEX RECEPTACLE
(NUMBER DENOTES CIRCUIT AMPS)
TELEPHONE OUTLET (RJ-11)
240V SIMPLEX RECEPTACLE
(NUMBER DENOTES CIRCUIT AMPS)
ETHERNET (10/100) OUTLET (RJ-45)
COMBINATION TELEPHONE/ETHERNET
(10/100) OUTLET (RJ-11 & RJ-45)
ABOVE GROUND JUNCTION BOX
FLOAT SWITCH
LEVEL ELEMENT
DISCONNECT SWITCH
SOLENOID VALVE
(ENERGIZED TO CLOSE)
BUTTERFLY VALVE
PUSHBUTTON CONTROL STATION
CONDUIT SEAL-OFF FITTING
LEVEL PROBES
FUSED DISCONNECT SWITCH
ENCLOSED CIRCUIT BREAKER
SOLENOID VALVE
(ENERGIZED TO OPEN)
HANDHOLE
FLOOR MOUNTED ETHERNET (10/100)
OUTLET (RJ-45)
CONDUCTIVITY SWITCH
COMBINATION MOTOR STARTER
EXISTING OVERHEAD ELECTRIC
PLUG VALVE
GATE VALVE
MOTOR STARTER
ANALYZER TRANSMITTER
ALARM BEACON
HORN
PRESSURE SWITCH
TEMPERATURE SWITCH
UNDERGROUND JUNCTION BOX
INTRUSION ALARM SWITCH
THERMOSTAT
MANHOLE
PLAN LEGEND SINGLE LINE DIAGRAM AND SCHEMATIC LEGEND
A, AMP AMPERES
AM AMMETER
AC ALTERNATING CURRENT
AFS AIR FLOW SENSOR
AIC AMPS INTERRUPTING CAPACITY
BAT BATTERY BC BATTERY CHARGER
C COMMON
CB CIRCUIT BREAKER
CNTL CONTROL
CPT CONTROL POWER TRANSFORMER
CP CONTROL PANEL
CR CONTROL RELAY
CT CURRENT TRANSFORMER
DC DIRECT CURRENT
DR DUPLEX RECEPTACLE
DWG DRAWING
(E) EXISTING
EC EDGE CONNECTOR
EF EXHAUST FAN
ETM ELAPSED TIME METER
F FUSE
FB FUSE BLOCK
(F) FUTURE
FLTR FILTER
FS FLOAT SWITCH
FVNR FULL VOLTAGE NON REVERSING
FVR FULL VOLTAGE REVERSING
G, GND GROUND
GFCI GROUND FAULT CIRCUIT INTERRUPTER
HPS HIGH PRESSURE SODIUM
HS HAND SWITCH
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
MB MAIN BREAKER
MCC MOTOR CONTROL CENTER
MCP MOTOR CIRCUIT PROTECTOR
MOT MOTOR OVERTEMPERATURE
MMS MOTOR MOISTURE SENSOR
MS MOTOR STARTER
N NEUTRAL
NA NON AUTOMATIC
(N) NEW
N.I.C. NOT IN CONTRACT
NP NAMEPLATE
OT OVERTEMPERATURE
O/L OVERLOAD DEVICE
PB PUSHBUTTON
PCB PRINTED CIRCUIT BOARD
PC PROGRAMMABLE CONTROLLER
PH PHASE
PLC PROGRAMMABLE LOGIC CONTROLLER
PL-1 PILOT LIGHT 1
PFR PHASE/POWER FAIL RELAY
PM POWER METER
PNL PANEL
POT POTENTIOMETER
PPM POWER PHASE MONITOR
PR PAIR CABLE
PS PRESSURE SWITCH
PT POTENTIAL TRANSFORMER
PTT PUSH TO TEST
ABBREVIATION LIST
LEVEL TRANSPONDER
PHOTOCELL
FIELD WIRING
PANEL WIRING
COMMUNICATIONS WIRING
H
PUSH-TO-TEST PILOT LIGHT
(LETTER DENOTES COLOR)
PILOT LIGHT
(LETTER DENOTES COLOR)
CONTROL RELAY
PRESSURE SWITCH (N.O.)
CLOSES ON RISING LEVEL
PRESSURE SWITCH (N.C.)
OPENS ON RISING LEVEL
(N.O.T.C) NORMALLY OPEN, TIMED CLOSED
TIMING RELAY CONTACT
(N.C.T.O) NORMALLY CLOSED, TIMED OPEN
TIMING RELAY CONTACT
(N.O.T.O.) NORMALLY OPEN, TIMED OPEN
TIMING RELAY CONTACT
FLOAT SWITCH (N.C.)
OPENS ON RISING LEVEL
FLOAT SWITCH (N.O.)
CLOSES ON RISING LEVEL
LIMIT SWITCH (N.C.)
LIMIT SWITCH (N.O.)
TEMPERATURE SWITCH (N.C.)
OPENS ON RISING LEVEL
TEMPERATURE SWITCH (N.O.)
CLOSES ON RISING LEVEL
(N.C.T.C.) NORMALLY CLOSED, TIMED CLOSED
TIMING RELAY CONTACT
LIMIT SWITCH (N.C.)
LIMIT SWITCH (N.O.)
FLOW SWITCH (N.C.)
OPENS ON RISING LEVEL
FLOW SWITCH (N.O.)
CLOSES ON RISING LEVEL
CABLE (MULTICONDUTOR SHIELDED)
CONTACT (N.O.)
CONTACT (N.C.)
PUSHBUTTON (N.O.)
MOMENTARY CLOSE
PUSHBUTTON (N.C.)
MOMENTARY OPEN
2-POSITION
SELECTOR SWITCH
3-POSITION
SELECTOR SWITCH (HAND-OFF-AUTO)
LOCKOUT STOP PUSHBUTTON
DISCONNECT SWITCH (N.C.)
DISCONNECT SWITCH (N.O.)
EARTH GROUND CONNECTION
GROUND ROD AND WELL
OVERLOAD (ELECTRONIC TYPE)
THERMAL OVERLOAD (BI-METALLIC)
FUSED BLOCK TERMINAL
NEUTRAL BUS
TERMINAL BLOCK SEE DRAWING UNLESS
OTHERWISE NOTED
FIELD TERMINATION SEE DRAWING
UNLESS OTHERWISE NOTED
MAIN LUG ONLY SEE DRAWING UNLESS
OTHERWISE NOTED
POWER DISTRIBUTION BLOCK SEE
DRAWING UNLESS OTHERWISE NOTED
HEATER
MOTOR STARTER
CONTACTOR COIL
GROUND BUS
COIL/INDUCTOR SEE DRAWING UNLESS
OTHERWISE NOTED
POWER TRANSFORMER SEE DRAWING
UNLESS OTHERWISE NOTED
BUZZER
HORN
PUSH-PULL EMERGENCY STOP
PUSHBUTTON
ELAPSED TIME METER
METER & CURRENT TRANSFORMER
WATT HOUR METER AND SOCKET
PHASE FAILURE RELAY
TIME DELAY RELAY
LATCHING RELAY
CONTROL RELAY
INTERNAL CONTACT (N.O.)
SOLENOID
RESISTOR
DIODE
METAL OXIDE VARISTOR
INDICATING FUSE HOLDER
AMPERE SIZE SHOWN
LIGHTNING ARRESTER
DRAWING REFERENCE
LOCATION SYMBOL
SHEET NOTE TAG
EDGE CONNECTOR
INSTRUMENTATION
I/O POINT REFERENCE PLC,
I/O RACK, OR ENUNCIATOR PANEL
EQUIPMENT TAG REFERENCE
INTERNAL CONTACT (N.C.)
EDGE CONNECTORS
INTRINSICALLY SAFE RELAY
CAPACITOR
BATTERY
PHOTOCELL AND TIME CLOCK
CONDUIT BEND UP
CONDUIT BEND DOWN
CONDUIT STUB-UP AND CAP
EXISTING EXPOSED CONDUIT
EXIST. CONDUIT WITHIN CEILING, FLOOR,
WALLS, OR UNDERGROUND
3P, 480V MOLDED CASE CIRCUIT BREAKER WITH
THERMAL MAG TRIP, UNO
CIRCUIT BREAKER WITH DOOR OPERATED HANDLE,
3P, 480V, THERM MAG TRIP, UNO
ACTIVE HARMONIC FILTER
INV
PVC POLYVINYL CHLORIDE
PWR POWER
RIK REPLACEMENT-IN-KIND
RR RUN RELAY
RV REDUCED VOLTAGE
RVAT REDUCED VOLTAGE AUTO-TRANSFORMER
SSS SOLID-STATE STARTER
SR SIMPLEX RECEPTACLE
SS SELECTOR SWITCH, SOFT STARTER
SP SURGE PROTECTOR
SPD SURGE PROTECTOR DEVICE
SV SOLENOID VALVE
SWBD SWITCHBOARD
TB TERMINAL BLOCK
TR TIME DELAY RELAY
TC TIMECLOCK
TM THERMAL MAGNETIC
TS TEMPERATURE SWITCH
TSP TWISTED SHIELDED PAIR
TWP TWISTED PAIR
TYP TYPICAL
UG UNDERGROUND
UPS UNINTERRUPTIBLE POWER SOURCE
V VOLTS, VOLTAGE
VM VOLTMETER
VFD VARIABLE FREQUENCY DRIVE
W WATT, WIRE
WP WEATHERPROOF
TR,XFMR TRANSFORMER
XP EXPLOSION PROOF
XMTR TRANSMITTER/TRANSPONDER
EYS CONDUIT SEAL FILLED WITH
EXPLOSION PROOF COMPOUND
EYS CONDUIT SEAL FILLED WITH
NON-EXPLOSION PROOF COMPOUND
FUSED SWITCH
FUSED SWITCH SIZE/TYPE INDICATED ON DRAWING
SPLICE CONNECTION
E0.1
ELECTRICAL LEGEND & ABBREVIATIONS
38 IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 217 of 351
CONSTRUCTION NOTES:
6 9
7 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.
10 1
PROVIDE & INSTALL POWER / CONTROL TRANSFORMER "XFMR-T2A" UL LISTED WALL-MTD ABOVE W/ MOUNTING HARDWARE AS REQUIRED, ACME T2A533291S, ZORO G2510243 OR APPROVED EQUAL.
2 PROVIDE & INSTALL SQ-D CIRCUIT BREAKER 480V, SERIES RATED OR APPROVED EQUAL.3 5 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.
E-ONE SIMPLEX CONTROL PANEL & DH071 SUBMERSIBLE GRINDER PUMP, 240V, 1 PHASE, 3 WIRE, 1HP, 4.2 FLA, OR ENGINEER-APPROVED EQUAL.
4 INTERNAL WIRING FOR THIS ITEM.
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.
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.
PROVIDE AND INSTALL EYS SEAL FITTING PER NEC/NFPA 820 CONDUIT STUB-UPS.
UTILITY
XFMR
M
METER / MAIN C.B. SECTION
480V, 60A, 3Ø-4W, 60 HZ,
NEMA 3R
60A
3P
SERVICE
ENTRANCE
SECTION (SES)
60A, NEMA 3R
UTILITY
GND NEU
MCB
"CP-2A" CONTROL PANEL ODOR SCRUBBER #2A
480V, 100A RATED, 3Ø-3W, 60HZ, NEMA 4X ENCL.
15A
1P
GND
20A
1P
30KAIC
30A
2P
P102
P100
P101
P203
PLC PANEL
SPACE
9 30KAIC
480/277V,
3PH-4W,
60 HZ,
30KAIC=ISC
(E)
(E) SDGE
ODOR
CP-2
2 ODOR CONTROL
SCRUBBER #2
(7.7 FLA)
1/2"C
#10
30A
3P3 20A
3P6 20A
1P12
30KAIC
1 UPS
PT-01051
P210
RECEP.
CORD
2 #12
+#12G
SINGLE LINE DIAGRAM
NTS
E1.0
SINGLE LINE DIAGRAM
39 (E)
(E)
(E)
(E)
(E)(E)
(E)
(E)
(E)
E-ONE
SIMPLEX
CTRL.PNL
P210A P210B
SPD
FACT CBL
6 SPARES
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 /UPS120VAC 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 3Φ, 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
1 SUBMERIBLE
PUMP NO. 1
(PMP-01001)
(12 FLA)
(TYP)
45A
3P
5 XFMR "T2A"
480V PRI.-
240/120V SEC.
HI-LEG DELTA
15 KVA
>10 FEET
4 ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
(480V-3P-3W DP-BLOCK 100A)(240/120V-3P-3W DP-BLOCK 100A) SCRUBBER #2A DISTRIBUTION PANEL 2 PROVIDE & INSTALL SQ-D CIRCUIT BREAKER 480V, SERIES RATED OR APPROVED EQUAL. 1 8
7 10
I-BOX 5000 CP-#2
SCRUBBER #2
(TOTAL 12 FLA)
(E)
7 9
11 PROVIDE AND INSTALL PRESSURE XMTR PER MECH EQUIP. LIST. 11 12 REFER TO BELOW SCRUBBER #2A INTERNAL DISTRIBUTION SCHEDULE THIS DWG. 20A
1P
2 #12
+#12G
GFCI
REC.
15A
1P
15A
1P
1/10
EXH.FAN
NO. 2
(M-01002)
(1.5 FLA)
15 P208
P2061/4
INTAKE FAN
NO. 1
(M-01001)
(3.8 FLA)
14 S
SS
13 1313
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.
9 (TYP)
P103 P200
15 MECHANICAL EXHAUST FAN MOTOR 120V, 1PH-60HZ, GREENHECK REFER TO MECH. EQUIP. LIST.
WALL-MTD.
P201P204
4 4
POWER & CONTROL CONDUIT WIRE SCHEDULE
CONDUIT WIRE
FROM TO REMARKS
NO.SIZE POWER GROUND
P100 1"4 - #6 XHHW 1 - #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 1 - #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 1 - #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 1 - #12 SCRUBBER #2A CRTL-PNL-2A CKT 4 GFCI RECEPTACLE INTERNAL WIRING IN CP P206 3/4"2 - #12 XHHW 1 - #12 SCRUBBER #2A CRTL-PNL-2A CKT 6 EXH. FAN (M-01001)
P208 3/4"2 - #12 XHHW 1 - #12 SCRUBBER #2A CRTL-PNL-2A CKT 8 INTAKE FAN (M-01002)
P210 3/4"3 - #10 XHHW 1 - #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 1 - #12 SCRUBBER #2A CRTL-PNL "CP-2A" ODOR SEWER SYS.
AUX CONTACTS SCUBBER#2 (STATUS)FUTURE CONNECTION
C201 1"1 - #16 TSP + 2 - #14 1 - #12 SCRUBBER #2A CRTL-PNL "CP-2A" ODOR SEWER SYS.
AUX CONTACTS SCUBBER#2 (STATUS)FUTURE CONNECTION
C202 1"1 - #16 TSP + 2 - #14 1 - #12 SCRUBBER #2A CRTL-PNL "CP-2A" ODOR SEWER SYS.
GAS DETECTOR (LEL-01071)
C203 1"1 - #16 TSP + 2 - #14 1 - #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 1 - #12 SCRUBBER #2A CRTL-PNL "CP-2A" ODOR SEWER SYS.
GAS DETECTOR (LEL-01072)
C206 3/4"1 - #16 TSP + 4 - #14 1 - #12 SCRUBBER #2A CRTL-PNL-2A SHUT-DN/RUN STATUS INTAKE FAN (M-01001)
C208 3/4"1 - #16 TSP + 4 - #14 1 - #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 IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 218 of 351
T
E2.0
POWER & CTRL ODOR #2 PLAN
40 ELECTRICAL POWER & CONTROL ODOR#2 PLAN
SCALE: 1/2" = 1'- 0"
w:
\
B
9 0
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1 9
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2 4
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3 :
2 8
:
4 5
P
M
ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
CONSTRUCTION NOTES:
GAS DETECTORS (LEL-01071) & (LEH-01072)3
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. 1 PROP. INFLUENT
GRINDER PUMP
(E) SDGE SERVICE ENTRANCE ENCL.
(E) SDGE METER-MAIN C.B.
(E) SCRUBBER #2 ODOR UNIT
8 4
(E) I-BOX 5000 CTRL PNL CP-#2
SCRUBBER #2 ODOR UNIT
5 P210A
P210A
P100
P210B
C210
P203
C203
C203A
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.) 7(TYP)
A
-
(E) CMU WALL
SECTION - A
SECTION - B
B
-
(E) I-BOX 5000
CTRL PNL
CP-#2
SCRUBBER #2
ODOR UNIT
4 1
2 (E) I-BOX 5000 CTRL PNL CP-#2
SCRUBBER #2 ODOR UNIT
4 2
1 1
(E) DOORWAY
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.
1 PROVIDE & INSTALL POWER / CONTROL TRANSFORMER "XFMR-T2A" UL LISTED WALL-MTD ABOVE W/ MOUNTING HARDWARE AS REQUIRED, ACME T2A533291S, ZORO G2510243 OR APPROVED EQUAL.
2 3
6 P203
C203A
C203
7 2
P208
C208
1 P100
P206
C206
8 9 ALL 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.
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. 8 9 (TYP)
9(TYP)
10 INTAKE FAN 1/4 HP-120V REFER TO MECHANICAL LIST.
11 EXHAUST FAN 1/10 HP-120V REFER TO MECHANICAL LIST.
12 PROVIDE & INSTALL J-BOX WP NEMA 4X TYPE PER AREA CLASS NEC/NFPA 820. 7 7
7 7
9 (TYP)
12 (TYP)
11 (M-01002)
10(M-01001)
P103
P200
P101
P210B
(E)
C202 C204
P210 C210
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 219 of 351
T
E3.0
AREA CLASSIFICATION ODOR #2 PLAN
41 SCALE: 1/2" = 1'- 0"
AREA CLASSIFICATION ODOR#2 PLAN
ADDRESS:
1931 PALOMAR AIRPORT ROAD
CARLSBAD, CA 92009
CONSTRUCTION NOTES:
1 2
3 6
4 1
PROP. INFLUENT
GRINDER PUMP
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 SEE DETAILS
6 6
AREA CLASSIFICATION VENT PIPE
SEE DETAILS PER NFPA 820.
(E) SDGE SERVICE ENTRANCE ENCL.
(E) SDGE METER-MAIN C.B.
(E) SCRUBBER #2 ODOR UNIT
8 4
(E) I-BOX 5000 CTRL PNL CP-#2
SCRUBBER #2 ODOR UNIT
5 5
A
E2.0
FAN MOTOR (M-01001) & (M-01002) REFER TO MECHANICAL LIST.7
AREA CLASSIFICATION LOW LEVEL
ORDER CONTROL UNIT NFPA 820
7 3
2 8
7 MOTOR STARTER SWITCH RATED FOR AREA CLASS (TYPICAL) PER NEC/NFPA 820.8 E-ONE DH071 SIMPLEX CONTROL PANEL POWER & CONTROL - LEVEL, W / ALARMS OPTIONS PRESSURE XMTR (PT-01051) AND PRESSURE SWITCH (PS-01052) GROUND DEVICES PER NEC.
GAS DETECTORS (LEL-01071) & (LEH-01072)
"CP-2A" WALL-MTD.
"XFMR-T2A" WALL-MTD. (ABOVE CONTROL PANELS)
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 220 of 351
24 VDC POWER FROM PLC+_
GAS SENSOR
LEL-01071
61 CR
CR 61
CR 61
CR 61
"ON STATUS" RUNNING LIGHT
ON CONTROL PANEL EXTERIOR
"FAIL" ALARM LIGHT
ON CONTROL PANEL EXTERIOR
"LOW" RUNNING LIGHT ALARM
FROM GAS SENSOR
"FAIL" ALARM SIREN
IN SHELTER
RUN
PTT G *24VDC
CR 61
FAIL
"HIGH" ALARM LIGHT
ALARM FROM GAS SENSOR
PTT R *24VDC
RUN
FAIL ALARM
*
*
FAIL
GAS SENSOR (SCRUBBER #2 SHELTER )
*
ODOR SCRUBBER #2 GAS ALARMS
G
R
SCRUBBER #2 GAS SENSOR
RELAY, 4, 5, 6, 7
( )( )
TERMINAL IN FIELD
TERMINAL BLOCK
*MOUNTED ON PANEL
DOOR
TERMINAL IN PLC
I/O:
TO PLC
GAS LEVEL
FAIL ALARM
CR61
TERMINAL ON VFD
LEGEND:
EXTERNAL WIRING
INTERNAL WIRING
TERMINAL IN MOTOR
TERMINAL IN NEMA 4X MCP
TERMINAL IN
INTRINSICALLY
SAFE RELAY IN PANEL
E4.0
ELEM CTRL DIAGRAM I
42 5A
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.
3. INTRINSICALLY SAFE RELAY MODELED AFTER ATC DIVERSIFIED, PART NUMBER ISO-120-AFN OR ENGINEER APPROVED EQUAL.
24 VDC POWER FROM PLC+_
GAS SENSOR
LEH-01072
62 CR
CR 62
CR 62
CR 62
"ON STATUS" RUNNING LIGHT
ON CONTROL PANEL EXTERIOR
"FAIL" ALARM LIGHT
ON CONTROL PANEL EXTERIOR
"LOW" RUNNING LIGHT ALARM
FROM GAS SENSOR
"FAIL" ALARM SIREN
IN SHELTER
RUN
PTT G *24VDC
CR 62
FAIL
"HIGH" ALARM LIGHT
ALARM FROM GAS SENSOR
PTT R *24VDC
RUN
FAIL ALARM
*
*
FAIL
GAS SENSOR (SCRUBBER #2 SHELTER )
*
ODOR SCRUBBER #2 GAS ALARMS
G
R
SCRUBBER #2 GAS SENSOR
RELAY, 4, 5, 6, 7
( )( )
5A
GAS SENSOR CONTROL DIAGRAMS
(LEL-01071, LEH-01072)
1 5
6 7
8 9
10 11
13 14
15 16
17 18
12 4
3 2
19 20
21 22
23 24
TO PLC
GAS LEVEL
FAIL ALARM
CR62
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 221 of 351
E5.0
CONTROL PNL-2A PLC LAYOUT
43 3.54
3. 5
4 7.
0 8
DETAIL -A
UPS BRACKET FOR
UPS SPECS: MAX H: 11.85"
MAX W: 4.41" & MAX L: 15.04"
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.
CONTROL PANEL
CP-2A
FI
E
L
D
C0-4AD2DA-1
0-20mA In
4-20mA Out
C0-16NE3
C2-08DR-6CC2-08DR-6CC2-03CPU-2
DI
AI
IN
T
E
R
N
A
L
C
A
R
D
1 I
/
0 AO
RE
L
A
Y
DI
CB1
N1
L1
CB111
FI
E
L
D
PA
N
E
L
GND
CB100
AI
AO
CB140
EX
T
E
R
N
A
L
C
A
R
D
1 I
/
0 AI
AO
CB160
EX
T
E
R
N
A
L
C
A
R
D
2 I
/
0 EX
T
E
R
N
A
L
C
A
R
D
3 I
/
0 12
0 /
2 4
0 V
A
C
CB180
C0-01AC
UPS
CONTROL PANEL
N.T.S.
38.00"
48 .
0 0
"
44 .
2 0
"
36.20"
480V-60A-3P
LOCKABLE DISC. SW
UPS BRACKET
(MOUNTED INSIDE DOOR)
480V
3PH-3W
NON
THERMAL
SW.
60A-3 POLE
CB10
CB11
CB12
24-
24-
24-
CB13
24-
24 V
D
C
24-
24-
24-
24-
24-
24-
24-
24-
CB1
CB1
CB1
CB1
CB1
CB1
CB1
CB1
CB1
CB1
CB1
CB1
DIST. PWR.
BLOCK
TERM.
120/240V
3PH-3W
100A
ON
OFF
600V - 3P
RATED
100A
DIST. PWR.
BLOCK
TERM.
CB1
CB1
N2
N3
SPD
250V-3P
2P
3P
3P
ON
OFF
480V 3PH-3W
30A
"XFMR-T2A"
45 A
15 A
1 5
A
1 5
A
2 0
A
2 0
A
2 0
A
2 0
A
20 A
30 A
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 222 of 351
E5.1
CP-2A PLC EQUIP LIST
44 CARBON STEEL POWDER COATED FINISH WHITE BACK
PANEL (44" x 36")
QTYITEM
11A
DESCRIPTION
CONTROL PANEL CP-2A PLC - EQUIPMENT LIST
MODEL #
13 MANUFACTURER
MICRO PROCESSOR: WIFI LAN/BLUETOOTH, ETHERNET,
SERIAL & MICROB-USB PORTS
NEMA 4/12/13 CARBON STEEL, ANSI 61 GRAY POWDER
COATED ENCLOSURE (48" x 38" x 12")11 N412483812C
HUBBELL-WIEGMANN
KOYO
NP4436C
C2-03CPU-2
HUBBELL-WIEGMANN
23A DISCRETE/ANALOG COMBO MODULE: 4 DIGITAL IN, 4
RELAY OUT, 4 ANALOG IN, 2 ANALOG OOUTKOYOC2-08DR-6C
23B ANALOG COMBO MODULE: 4 ANALOG IN,
2 ANALOG OUTKOYOC0-4AD2DA-1
13C DISCRETE INPUT MODULE: 16 DIGITAL IN 24VAC/VDC ,
SINKING/SOURCINGKOYOC2-16NE3
TOUCH SCREEN HMI, 10IN COLOR TFT LCD, LED
BACKLIGHT,12 C-MOREEA9-T10
PSB24-120 24 VDC POWER SUPPLY
120 WATT, 5.0 AMPS1RHINO4
5 12 SIGNAL CONDITIONER, 2 ISOLATED CH, LOOP POWERED
CURRENT INPUT, CURRENT OUTPUTSC6-1111 PROSENSE
QTYITEM DESCRIPTIONMODEL #MANUFACTURER
7 30 KN-T12GRY
1PDT 24VDC COIL MECHANICAL RELAY
W/ BASE - 6A MAXKLEMSAN8KPR-SCE-24VACDC-1
SINGLE LEVEL FEED-THROUGH TERMINAL BLOCKAUTOMATION DIRECT
DINNECTOR
8 GROUND TERMINAL BLOCK3KN-G10
6 24 DN-D12GRY DOUBLE LEVEL FEED-THROUGH TERMINAL BLOCKAUTOMATION DIRECT
DINNECTOR
10 TERMINAL END BLOCK20KN-EB7 AUTOMATION DIRECT
DINNECTOR
AUTOMATION DIRECT
DINNECTOR
11 9 24 3044636 DOUBLE LEVEL FEED-THROUGH TERMINAL BLOCK WITH
GROUNDPHOENIX
2 TIER TERMINAL BLOCK COVER3KN-ECDGRY13
1 TIER TERMINAL BLOCK COVER8KN-ECT6GRY AUTOMATION DIRECT DINNECTOR12
AUTOMATION DIRECT
DINNECTOR
2 TIER TERMINAL BLOCK WITH GROUND COVER4KN-ECD12GRY14 AUTOMATION DIRECT
DINNECTOR
QTYITEM DESCRIPTIONMODEL #MANUFACTURER
15 1 LINE INTERACTIVE, 700 VA POWER RATING, 420 W WATT, 120V AC (W=5, H=8, D=12 INCHES)BR700G APC
16 1 BRANCH CIRCUIT BREAKER 480V 3-POLE
30AFAZ-CX-1-NA-SP EATON
1 DN-FE2 AUTOMATION DIRECT
DINNECTOR
1 20 1 -
21 -DN-SUPP-X-1 2AMP
22 -BLUE BREAKER
23 11 -
24 11 -DN-FESPA SPACERS
CONTROL PANEL CP-2A PLC - EQUIPMENT LIST CONTROL PANEL CP-2A PLC - EQUIPMENT LIST 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.
1B
1C 1
1 DISCONNECT SWITCH RED ROTARY HANDLE, YELLOW
ESCUTCHEON, PANEL MTD, LOCKABLE W/SHAFTHUBBELL-WIEGMANNE172121 BASE NON THERMO-MAG 600V,60AF-60A, 3-POLE SERIESHUBBELL-WIEGMANNE172121 600V POWER TERMINAL BLOCK W/COVER CU WIRES
NEC 230.46 REQUREMENTS3UL 1935, UL 105914A NSI/SQ-D
314B UL 1935, UL 1059 600V POWER TERMINAL BLOCK W/COVER CU WIRES NEC 230.46 REQUREMENTSNSI/SQ-D
16A 1 BRANCH CIRCUIT BREAKER 250V 3-POLE
45AFAZ-CX-1-NA-SP EATON
16B 1 BRANCH CIRCUIT BREAKER 250v 3-POLE
20AFAZ-CX-1-NA-SP EATON
16C 1
BRANCH CIRCUIT BREAKER 250V 2-POLE
30AFAZ-CX-1-NA-SP EATON
16D 4 BRANCH CIRCUIT BREAKER 120V 1-POLE
20AFAZ-CX-1-NA-SP EATON
17 BRANCH CIRCUIT PROTECTOR W/ BASE
2A
18 1 120VAC DUPLEX RECEPTACLE
15A MAX-AUTOMATION DIRECT
DINNECTOR
1 CELL MODEM
(MOUNTED INSIDE PANEL ON SIDE WALL)IR 302 IN-HAND
1 8 PORT SWITCH-PHOENIX CONTACT
10 -DN-SUPP-X-1 2AMP BLUE BREAKER
-DN-SUPP 3AMP BLUE BREAKER
11 -DN-FESPA SPACERS
24 11 -DN-FESPA SPACERS
16D 4 BRANCH CIRCUIT BREAKER 120V 1-POLE
15AFAZ-CX-1-NA-SP EATON
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 223 of 351
KOYO
102
104
105
106
X1
X2
X3
X4
Y1
Y2
AD1I
DA1I
DA2I
SPARE
SPAREY3
R101
R102
SPARE
SPARE
SPARE
SPARE
SPARE
SPARE
Y4
R106
R107
R108
R109
107
108 R103
R104
DA+VPOWER
24+
AD2I
AD3I
AD4I
+
-
+
-
5 6
CH1
+
-
4 3
+
-
SPARE
SPARE
SPARE
-
+
CBL-112
C1COMMON
SPARE
113
114
115
116
117
2 1
7 8
CH2
PLC 24VDC
POWER
24+
24-
INSTRUMENT SIGNAL
24VDC POWER
C2COMMON
DI 1
(X1)
DI 2
(X2)
DI 3
(X3)
DI 4
(X4)
DO 1
(Y1)
DO 2
(Y2)
AI 1
(DF1)
AO 1
(DF201)
DO 3
(Y3)
DO 4
(Y4)
AI 2
(DF2)
AI 3
(DF3)
AI 4
(DF4)
AO 2
(DF202)
24+ 24-
109
24+ 24-
103
112
ACOMCOMMON
LOOPED
DEVICE
SPARE
SPARE
CB100
2A
24+
24+
RUNNING
RUNNING
PULSE
PULSE
SIGNAL
CONDITIONER
AI1 -
+
CBL-113
LOOPED
DEVICE
CB111
2A
+
-
+
-
5 6
CH1
+
-
4 3
+
-
-
+
CBL-114
2 1
7 8
CH2
LOOPED
DEVICE
SIGNAL
CONDITIONER
AI2 -
+
CBL-115
LOOPED
DEVICE
+
-
+
-
4 3
CH1
+
-
5 6
+
-
7 8
2 1
CH2
SIGNAL
CONDITIONER
AO1
-
+
CBL-116
DEVICE
-
+
CBL-117
DEVICE
E5.2
CP-2A PLC PWR & PLC MOD I
45 24+24-
L 24VDC
POWER
N
G
24-24+
+PLC
POWER
-
PLC
24VDC POWER
HMI
24VDC POWER
ETHERNET SWITCH
24VDC POWER
+HMI
POWER
-
+SWITCH
POWER
-
MODEM
24VDC POWER
+MODEM
POWER
-
UPS
120V PNL- CKT #1 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.
GAS MONITOR
LEL-01071
+GAS
MONITOR
-
GAS MOITOR
LEH-01057
+GAS
MONITOR
-
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 224 of 351
KOYO
CH1
CH1
CH2
24VPOWER
CH2
CH3
CH4
+
-
+
-
5 6
CH1
+
-
4 3
+
-
SPARE
SPARE
SPARE
-
+
CBL-112
OVCOMMON
142
143
144
145
146
2 1
7 8
CH2
INSTRUMENT SIGNAL
24VDC POWER
24+
24-
KOYO
AI 1
(DF10)
AO 1
(DF205)
AI 2
(DF11)
AI 3
(DF12)
AI 4
(DF13)
AO 2
(DF206)
24+ 24-
24+ 24-24+ 24-
24+ 24-
141 LOOPED
DEVICE
SPARE
SPARE
CB140
2A
SIGNAL
CONDITIONER
AI21 -
+
CBL-113
LOOPED
DEVICE
+
-
+
-
5 6
CH1
+
-
4 3
+
-
-
+
CBL-114
2 1
7 8
CH2
LOOPED
DEVICE
SIGNAL
CONDITIONER
AI22 -
+
CBL-115
LOOPED
DEVICE
+
-
+
-
4 3
CH1
+
-
5 6
+
-
7 8
2 1
CH2
SIGNAL
CONDITIONER
AO21
-
+
CBL-116
DEVICE
-
+
CBL-117
DEVICE
OV
OV
OV
OV
OV
OV
CH1
CH1
CH2
24VPOWER
CH2
CH3
CH4
+
-
+
-
5 6
CH1
+
-
4 3
+
-
SPARE
SPARE
SPARE
-
+
CBL-112
OVCOMMON
162
163
164
165
166
2 1
7 8
CH2
INSTRUMENT SIGNAL
24VDC POWER
24+
24-
AI 1
(DF15)
AO 1
(DF207)
AI 2
(DF16)
AI 3
(DF17)
AI 4
(DF18)
AO 2
(DF208)
161 LOOPED
DEVICE
SPARE
SPARE
CB160
2A
SIGNAL
CONDITIONER
AI31 -
+
CBL-113
LOOPED
DEVICE
+
-
+
-
5 6
CH1
+
-
4 3
+
-
-
+
CBL-114
2 1
7 8
CH2
LOOPED
DEVICE
SIGNAL
CONDITIONER
AI32 -
+
CBL-115
LOOPED
DEVICE
+
-
+
-
4 3
CH1
+
-
5 6
+
-
7 8
2 1
CH2
SIGNAL
CONDITIONER
AO31
-
+
CBL-116
DEVICE
-
+
CBL-117
DEVICE
OV
OV
OV
OV
OV
OV
E5.3
CP-2A PLC MOD II
46 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.
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 225 of 351
KOYO
182
184
185
186
X1
X2
X3
X4
X5
X6
SPARE
SPAREX7
SPARE
SPARE
SPARE
SPARE
SPARE
X8
187
188
C1
C2COMMON
SPARE
PLC 24VDC
POWER24-
C3COMMON
DI 1
(X31)
DI 2
(X32)
DI 3
(X33)
DI 4
(X34)
24+ 24-
189
24+ 24-
183
C4COMMON
CB180
2A
RUNNING
RUNNING
PULSE
PULSE
PULSE
PULSE
PULSE
PULSE
COMMON 24-
24-
24-
DI 5
(X35)
DI 6
(X36)
DI 7
(X37)
DI 8
(X38)
195
196
X9
X10
X11
X12
X13
SPARE
SPAREX14
SPARE
SPARE
SPARE
SPARE
X15
SPARE
DI 9
(X39)
DI 10
(X40)
DI 11
(X41)
190 RUNNING
PULSE
PULSE
PULSE
PULSE
PULSE
PULSE
DI 12
(X42)
DI 13
(X43)
DI 14
(X44)
DI 15
(X45)
191
192
193
194
X16
PULSEDI 16
(X46)
197
E5.4
CP-2A PLC MOD III
47 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.TO (N)
CP-2A D.S.
IN "CP-2A"
FROM
(E)
MAIN C.B.
480V, 3PH
480V, 3PH, TAP BLOCK
P101
TO (E) CP-2
480V, 3PH
P102
P100
600V - 3P
RATED
100A
DIST. PWR.
BLOCK
TERM.
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 226 of 351
DO
1 DO
2 DO
5 DO
6 DO
3 DO
4 DI
18 DIGITAL OUTPUT
MODULE
DO
7 DO
8 DO
9 DO
10 ANALOG INPUT
MODULE
DO
11 DI
19 DI
20 DI
21 DI
22 DI
23 DI
24 DO
12 DO
13 DO
14 DO
15 DO
16 DI
1 DI
2 DI
3 DI
4 DI
5 DI
6 DI
7 DI
8 DI
9 DI
10 DI
11 DI
12 DI
13 DI
14 DI
15 DI
16 DI
17 AI
1 AI
2 AI
5 AI
6 AI
3 AI
4 AI
7 AI
8 AI
9 AI
10 AI
11 AI
12 AI
13 AI
14 AI
15 AI
16 DI
26 DI
27 DI
28 DI
29 DI
30 DI
31 DI
32 DI
25 FAIL 24 VDC POWER SUPPLY
FAIL POWER METER
ON UPS UPS
BATT. LOW UPS
DI
33 DI
35 DI
36 DI
37 DI
38 DI
39 DI
40 DI
34 RUN WET WELL PUMP RUN
E-ONE CP.
PSI (PIT-01051)
GAS DETECTOR (LEL-01072) LOW ALARM
NOTES:
DIGITAL INPUT
MODULE
PRESS. XMTR (PT-01051)
LOW LEVEL WET WELL LOW LEVEL FROM E-ONE CP.
WET WELL HIGH LEVEL FROM E-ONE CP.
E-ONE CONTROL PNL.
RUNNING
HAND POS
AUTO POS
WET WELL PUMP E-ONE CONTROL PNL.
FAIL
RUNNING SCRUBBER #2 ODOR FAN CP-2 STATUS
(M-01010)FAIL
1. THE CP-2A PLC I/O DIAGRAM IS SHOWN FOR REFERENCE PURPOSES ONLY. CONTRACTOR SHALL
VERIFY CONTROL PANEL FACTORY-WIRED I/O AND WIRE IN FIELD I/O, FOR COMPLETE PUMP'S
MOTOR CONTROL & INSTRUMENT DEVICES WIRING PER THE MANUFACTURER'S REQUIREMENTS PER UL 805A, AND CERTIFIED BY U.L.
2. PROVIDE MINIMUM 20% SPARE ON ALL I/O CARDS.
3. GROUND CP-2A PANEL PER MANUFACTURER REQUIREMENTS.
4. CABLES SHALL BE TYPE XHHW-2 IN (PVC COATED) GALVANIZED RIGID STEEL CONDUIT FOR ITS ENTIRETY.
5. ALL I/O SHALL BE PROTECTED WITH FUSES AND INTERPOSING RELAYS.
6. INSTALL MODULES AND ACCESSORIES PER MANUFACTURER REQUIREMENTS AS REQUIRED.
LEVEL ALARM
PRESS. XMTR
E5.5
CP-2A PLC IO DIAGRAM
48 GAS DETECTOR (LEH-01071) HIGH ALARM
PS (PS-01052)
RUNNING INTAKE FAN STATUS
(M-01001)FAIL
RUNNING EXHAUST FAN STATUS
(M-01002)FAIL
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 227 of 351
A
F
G
NTS
NTS
C
DNTS
J
H
NTS
NTS
NTS
BNTS
CONDUIT LABELING DETAIL
GROUNDING CONNECTION - EQUIP/STEEL COLUMN DETAIL
1 SERVIT POST CONNECTOR, 2/C, 1/2"-13 LONG STUD,
#2-#2/0 W/ NUT & LOCKWASHER, BURNDY#K2C25B1 1
BILL OF MATERIALS
NO.DESCRIPTION QTY
3/16"
1 2 GROUND CLIP, MILD STEEL, 5" x 3" x 1/4"
FIELD FABRICATE - SEE DET-A 1
DET-A
GND
CLIP
STEEL COLUMN
(FIREPROOFED)
STEEL COLUMN OR
EQUIP. SKID
DRILL & TAP HOLD
FOR 12"-13 BOLT
EQ. GND. TAP (#2
INSUL. CU) TO
GND SYSTEM
EQ. GND. TAP (#2
INSUL. CU) TO
GND SYSTEM
6"
6"
BREAK EDGES
AT CORNERS
DRILL HOLE FOR
1/2"-13 BOLT
11 2"
1 GROUND BOND TO REBAR DETAIL
1 #4 RE-BAR, 1/2" DIA. -
USE GND. CONN. BURNDY #GAR1126 1
BILL OF MATERIALS
NO.DESCRIPTION QTY
2 #5 OR #6 RE-BAR, 5/8" OR 3/4"DIA. -
USE GND. CONN. BURNDY #GAR6426 1
3 #7 OR #8 RE-BAR, 7/8" OR 1"DIA. -
USE GND. CONN. BURNDY #GAR1426 1
OROR
SELECT GROUND
CONNECTOR BASED ON
RE-BAR SIZE
1 PROVIDE 1" PVC
SCH 80 SLEEVE
2 3
GROUNDING ELECTRODE
CONDUCTOR (#2 MIN) NEC 250.50 (A) (3)
20'-0"
MIN.
2"
MI
N
.
CONCRETE
FOUNDATION
REBAR
EQUIPMENT GROUNDING DETAIL
GROUND LUG EQUIPMENT BASE
LOCKWASHER
EXTRA NUT
DRILL FOR 1/2" DIA. SILICON BRONZE
BOLT
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. 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
GROUNDING CABLE
(SIZE AS SHOWN
ON PLANS)
EQUIPMENT
FOUNDATION
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.
FIELD INSTR. DEVICE GROUNDING DETAIL
NTS
GROUND ROD INSTALLATION DETAIL
WELD BY
EXOTHERMIC
PROCESS
#6 CU
GROUND
CABLE
GROUND EXO WELD DETAIL
2 GROUND ROD CONNECTOR (5/8"-3/4", 2/0 SOL-250)
BURNDY #GAR6429 OR EQUAL.1
1 GROUND ROD, 5/8" DIA. x 8', COPPER-CLAD STEEL 1
BILL OF MATERIALS
NO.DESCRIPTION QTY
3 GROUND ROD CONNECTOR (5/8"-3/4", #4 SOL-2/0)
BURNDY #GAR6426 OR EQUAL.1
4 GROUND CABLE CONNECTOR (#2/0-250 TO #4-#2/0)
BURNDY #GX2926 OR EQUAL.1
30 "
MI
N
.
4 EQ. GND. TAP
(#6 INSUL. CU)
ALTERNATIVE TAP
CONNS.
MAIN GND. LOOP
(#4 BARE CU)
1 2
3 E6.0
ELECTRICAL DETAILS I
49 CONDUIT
1" DIA. BRASS NAMEPLATE, 0.047"
MINIMUM THICKNESS.
PXXXX
STAMPED 3/16" HIGH
LETTERING, CONDUIT NUMBER
PER CONDUIT SCHEDULE
P-POWER
C-CONTROL
316 SS STEEL TIE WIRE
TYPICAL DUCT BANK DETAIL
FINISHED GRADE
MINIMUM 2 SACK RED SLURRY
CLEAN BACKFILL
(TAMP TO 95% COMPACTION)
CONDUIT(S) - SIZE AND
NUMBER AS REQUIRED
24"
MIN.
3"
MIN.
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)
CTR
12"
MIN.
*SEE PLANS FOR CONDUITS
PWR
NOTES:
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.
PWR
PWR
2"
MIN.
3"
MIN.
3"
MIN.
12"
MIN.
PROVIDE LISTED
SADDLES EVERY 5-FEET
(TYP)
#6 BARE CU GROUNDING
CONDUCTOR
26" MIN.
GRS PVC FACTORY
ELBOW AND RISER
CONDUITS PER
GRS PVC RISER
(TYP)
SCHEDULE
(TYP)
BOX (TYP)
JUNCTION
GROUND STRAP & RINGS
ON EACH END OF
RATED CABLE (TYP)
MANUFACTURER REQMNTS
CABLE (TYP)
OUTDOOR TRAY
WP CORD GRIP
6" CONCRETE PAD
WITH TOP 2"
ABOVE GRADE
ANCHOR BOLTS
(TYP)
1" GROUT BASE
STAINLESS STEEL
NOTE 1 THIS DETAIL
GROUND INSTR.
BODY TO ADJACENT
TRANSMITTER (PT)
PIPE (TYP) #10 GRN, CU INSUL.
DEVICE TAP
PRESSURE
(IF SHOWN ON P&ID)
W/ SUNSHIELD PER
H/E036
STAINLESS STEEL SUPPORT WITH TWO HOLE BASE ON EACH SIDE AND HEIGHT OF HORIZONTAL UNISTRUT SUPPORT SHALL BE 12" MINIMUM.
NOTE:
SAFTY SW LOCABLE NEMA 4A
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 228 of 351
CNTS
ANTS
DNTS
BNTSHAZARDOUS AREA CLASSIFICATION DETAIL
E6.1
ELECTRICAL DETAILS II
50 EXPOSED CONDUIT SUPPORT DETAIL
EQUIPMENT ENCLOSURE MOUNTING ON CMU WALL DETAIL
1 5/8"MIN
NOTE:
WASHER AS REQUIRED
STAINLESS BOLT, NUT &
316 SS HARDWARE TYPE,
WALL
CMU
INTERNAL MOUNTING HOLES)
FOR ENCLOSURES WITH
FEET (SIMILAR MOUNTING
WITH EXTERNAL MOUNTING
EQUIPMENT ENCLOSURE
13/32" DEPTH x 13/16" WIDE
UNISTRUT P7000 OR EQUAL
APPROX
3/8"
(TYP)
APPLICABLE FOR ALL NON CAST-IRON ENCLOSURES OR BOXES, PVC COATED STURT AND ASSOCIATED FITTINGS PER EXISTING CONDITIONS AT SITE.
APPROVED WRAP
TAPE GRS, FACTORY
ELBOW
SEE NOTE 4.
PVC COATED GRS OUTDOOR
GRS INDOORS
BUSHING OR METAL COUPLING
TO DEVICE PER PLANS/DETAILS
24"
MINIMUM 6 INCH STUB UP
ABOVE GROUND
6"
GRS TO PVC SCH. 40
COUPLER, USE
APPROVED WRAP
TAPE
PVC SCH. 40 CONDUIT
PER PLANS/DETAILS
30"
NOTES:
1. ALL DIMENSIONS SHOWN ARE MINIMUM.
2. PROVIDE 6 INCH COVER OF CONCRETE WITHIN 2 FEET MIN. OR FOR ALL VEHICLE TRAFFIC AREAS PER DETAILS AND PLAN.
3. TYPICAL FOR EXPOSED CONDUIT TRANSITION FROM U.G. TO ABOVE GROUND.
4. PVC GRS BEND SHALL EXTEND A MIN. OF 5-FEET UNDER ALL CIRCUMSTANCES OF 45° 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
BY VENDOR "E ONE" SEWER
SYSTEM DH071
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.
THE BOUNDARY 3 FEET AROUND
WET WELL HATCH AND 1.5 FEET
VERTICALLY WILL BE CLASS 1
DIVISION 2, UNLESS OVERLAPPED
WITH CLASS 1 DIVISION 1 AREA, THE
CONFORM TO THE MORE STRINGENT
REQUIREMENT.
2" MIN. CONDUIT SHALL BE
PVC COATED GRS FROM
WET WELL TO EYS SEAL
(TYPICAL). SEE NOTE 4.
HERMETIC SEAL
(TYPICAL)
FINAL GRADE
5.19 1.5 FT
24"
MIN.
5 FOOT RADIUS FROM
VENTILATION WILL BE
CLASS 1 DIVISION 2
3 FOOT RADIUS FROM
VENTILATION WILL BE
CLASS 1 DIVISION 1
WET WELL
ACCESS HATCH
STAINLESS STEEL
GALVANIZED SCREW AND
CONCRETE INSERT
CAST MALLEABLE IRON
SPACER AND ONE HOLE
STRAP
CHANNEL
FRAMING
SUPPORT
STAINLESS STEEL
ANCHOR BOLTS WITH
CONCRETE INSERTS
(TYP)
CONDUIT CLAMP,
SIZE AS
REQUIRED (TYP)
CEILING OR CMU WALL MOUNTED
12"
MAX
1" MIN.(TYP)
3" (TYP)
CMU WALL MOUNTED
CONCRETE EXPANSION ANCHOR
APPROV'D FOR CMU WALL USE,
MINIMUM 3/8" DIAMETER-SIZED
LARGER AS REQUIRED BASED
ON SUPPORTED LOAD
IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
06/25/2024 C5 Page 229 of 351
A
B BURNER, COMBUSTION
ANALYSIS
MEASURED OF
INITIATING VARIABLE MODIFIER READOUT PASSIVE
FUNCTION OUTPUT FUNCTION MODIFIER
USER'S CHOICE
ALARM
FIRST - LETTER (F)SUCCEEDING - LETTERS (SS)
INSTRUMENT IDENTIFICATION LETTERS (FSS)
USER'S CHOICE USER'S CHOICE
C CONDUCTIVITY CONTROLLER
D DIFFERENTIALDENSITY
E VOLTAGE
SENSOR, PRIMARY
ELEMENT
F RATIO
(FRACTION)FLOW RATE
G GAUGE, GENERAL GLASS VIEWING DEVICE
H HAND
HIGH, OPENED
I CURRENT (ELEC.)INDICATING,
INDICATOR
J POWER SCAN
K TIME,
TIME SCHEDULE
TIME RATE
OF CHANGE CONTROL STATION
L LEVEL LIGHT LOW, CLOSED
M MOISTURE, MOTION MIDDLEMOMENTARY
N INTRUSION, STATUS MOMENTARY USER'S CHOICEUSER'S CHOICESTATUS
O OPERATOR, TORQUE ORIFICE, RESTRICTION
P PRESSURE, VACUUM POINT (TEST)
CONNECTION
USER'S CHOICE
Q QUANTITY
INTEGRATE,
TOTALIZE
R RESET, RADIATION RECORD OR PRINT
S SPEED, FREQUENCY SAFETY SWITCH
T TEMPERATURE TRANSDUCER, TRANSMITTER TEST
U MULTIVARIABLE MULTIFUNCTION MULTIFUNCTIONMULTIFUNCTION V VIBRATION, MECH.
ANALYSIS
SLOW
VALVE, DAMPER LOUVER
W WEIGHT, FORCE WELL
X SWITCH UNCLASSIFIED UNCLASSIFIEDUNCLASSIFIEDX AXIS
Y EVENT, STATE,
PRESENCE RELAY, COMPUTE, CONVERTUNCLASSIFIEDY AXIS
Z POSITION DIMENSION
DRIVER, ACTUATOR, UNCLASSIFIED
FINAL CONTROL ELEMENTZ AXIS
I
I
LINE CODES
MINOR
PROCESS LINE
AIR
PLC TO SCADA
COMMUNICATION
PROCESS
CONTINUATION
WITHIN SCOPE
00"-XXX FIRST LETTER
(INSTRUMENT ID)
SUCCEEDING LETTERS
(INSTRUMENT ID)
EQUIPMENT NUMBER
INSTRUMENT NUMBERING
DEVICE FUNCTIONELECTRICAL
MAJOR
PROCESS LINE LINE SIZE &
NUMBER
GENERAL INSTRUMENT OR FUNCTION SYMBOLS ABBREVIATIONS
REM REMOTE
RF RADIO FREQUENCY
RIO REMOTE INPUT-OUTPUT
RST RESET
RTU REMOTE TELEMETRY UNIT
RVSS REDUCED VOLTAGE SOFT STARTER
SES SERVICE ENTRANCE SECTION
SP SETPOINT
SPD SPEED
SPR SPARE
SS START/STOP (MAINTAINED)
STG MANUAL STOP GATE
SUG SLUICE GATE
TE TEMPERATURE SENSOR
TG TEMPERATURE GAUGE
TI TEMPERATURE INDICATOR
TIT TEMPERATURE INDICATOR TRANSMITTER
TNK TANK
TS TEMPERATURE SWITCH
TSH TEMPERATURE SWITCH HIGH
TT TEMPERATURE TRANSMITTER
TV TELESCOPING VALVE
UPS UNINTERRUPTIBLE POWER SUPPLY
V MANUAL VALVE
VFD VARIABLE FREQUENCY DRIVE
XV AUTOMATED VALVE
ZS SWITCH POSITION
AE ANALYTICAL SENSOR
AI ANALOG INPUT
AIT ANALYTICAL INDICATOR TRANSMITTER
AMP AMPERE
AO ANALOG OUTPUT
AT ANALYTICAL TRANSMITTER
ATS AUTOMATIC TRANSFER SWITCH
CB CIRCUIT BREAKER
CHV CHECK VALVE
CL2 CHLORINE
DI DIGITAL INPUT
DO DIGITAL OUTPUT
ETM ELAPSED TIME METER
EXIST EXISTING
FCV MODULATING CONTROL VALVE
FE FLOW SENSOR
FI FLOW INDICATOR
FIT FLOW INDICATOR TRANSMITTER
FR FORWARD-REVERSE
FS FULL SPEED
FT FLOW TRANSMITTER
GPD GALLONS PER DAY
GPH GALLONS PER HOUR
GPM GALLONS PER MINUTE
HMI HUMAN MACHINE INTERFACE
HOA HAND-OFF-AUTO
HOR HAND-OFF-REMOTE
HS HAND SWITCH
JB JUNCTION BOX
LCP LOCAL CONTROL PANEL
LE LEVEL SENSOR
LIT LEVEL INDICATOR TRANSMITTER
LOS LOCK-OFF-STOP
LR LOCAL / REMOTE
LSH LEVEL SWITCH HIGH
LSHH LEVEL SWITCH HIGH HIGH
LSL LEVEL SWITCH LOW
LSLL LEVEL SWITCH LOW LOW
LSM LEVEL SWITCH MEDIUM
LT LEVEL TRANSMITTER
MCAS MINI CONTROL AND STATUS
MCC MOTOR CONTROL CENTER
MCP MOTOR CONTROL PANEL
ME MOISTURE SENSOR
MGD MILLION GALLONS PER DAY
MGL MILLIGRAM PER LITER
MOT MOTOR
MS MOTOR STARTER
MXR MIXER
NaHSO3 SODIUM BISULFITE
NaOCL SODIUM HYPOCHLORITE
OIT OPERATOR INTERFACE TERMINAL
PE PRESSURE SENSOR
PG PRESSURE GAUGE
PI PRESSURE INDICATOR
PID PROPORTIONAL-INTEGRAL-DERIVATIVE
PIT PRESSURE INDICATOR TRANSMITTER
PLC PROGRAMMABLE LOGIC CONTROLLER
PMP PUMP
PNL PANEL
PO PULSE OUTPUT
PPG POUNDS PER GALLON
PPH POUNDS PER HOUR
PPM PARTS PER MILLION
PRESS PRESSURE
PRV PRESSURE RELIEF OR REDUCING VALVE
PSH PRESSURE SWITCH HIGH
PSI POUNDS PER SQUARE INCH
PSL PRESSURE SWITCH LOW
PT PRESSURE TRANSMITTER
PV PROCESS VARIABLE
DISCRETE
INSTRUMENTS
SHARED DISPLAY
SHARED CONTROL
COMPUTER
FUNCTION
PROGRAMMABLE
LOGIC CONTROL
VALVE SYMBOLS
GATE VALVE
GATE VALVE
BALL VALVE
DIAPHRAGM VALVE
PLUG VALVE
3-WAY BALL VALVE
NEEDLE VALVE
MUD VALVE
FLANGED BUTTERFLY
DOUBLE LEAF CHECK VALVE
WAFER/LUGGED BUTTERFLY
CHECK VALVE
VALVE ACTUATORS
DIAPHRAGM
ACTUATOR
MOTOR ACTUATOR
SOLENOID
ACTUATOR
CYLINDER
ACTUATOR
LEVER
HAND WHEEL
CHAIN WHEEL
AIR RELEASE
RELIEF DEVICES
VACUUM RELEASE
RUPTURE DISK
FOR PRESSURE
RELIEF
RUPTURE DISK
FOR VACUUM
RELIEF
REGULATORS
PRESSURE
REDUCING
BACK
PRESSURE
PRESSURE
SUSTAINING /
REDUCING
ALTITUDE VALVE
MECHANICAL EQUIPMENT
METERING
PUMP
CENTRIFUGAL
PUMP OR
BLOWER
SUBMERSIBLE
PUMP
ULTRA SONIC
LEVEL
TRANSMITTER
M
M
CHEMICAL
INJECTOR OR
STATIC MIXER
WEIR GATE/TELESCOPE VALVE
TURBINE
PUMP
PIPING SYMBOLS
Y STRAINER
BLIND FLANGE
PRESSURE
DIAPHRAGM SEAL
CONCENTRIC
REDUCER
EDUCTOR
WELDED CAP
WELDED PIPE
END
UNION
CAMLOCK
FITTING
FLEXIBLE LINE
SPECTACLE
BLIND
EXPANSION
JOINT
TIE-IN POINT
M
ROTARY
BLOWER
MIXER
PROGRESSIVE
CAVITY PUMP
AERATOR
EXHAUST FAN
DECANTER
FLOW METER
OR MOTOR
ROTAMETER
VENTURI
VORTEX
SHEDDING
SONIC
LINE NUMBERING
SEQUENTIAL LINE NO.
FLUID CODE
NOMINAL LINE SIZE
00" - INFLT - 001 (EXAMPLE)
EQUIPMENT NUMBERING
FIRST LETTER
(INSTRUMENT ID)
SUCCEEDING LETTERS
(INSTRUMENT ID)
PROCESS LOCATION
SERIES (TRAIN) LOCATION
ITEM NUMBER
EXAMPLE:
LT-03121 = RAS/WAS PUMP STATION
LEVEL TRANSDUCER #1
F SS - PP T NN (EXAMPLE)
PROCESS LOCATION (PP)
00 MISCELLANEOUS
01 WATERFALL P.S.
02 OCEAN TOWER P.S.
SERIES LOCATION (TT)
0 SHEET 0
1 SHEET 1
2 SHEET 2
3 SHEET 3
4 SHEET 4
5 SHEET 5
6 SHEET 6
7 SHEET 7
FLUID CODE ABBREVIATION
PW POTABLE WATER
BL BLOWER
EFF EFFLUENT
LINE NUMBER GROUPS
100 POTABLE WATER
200 PROCESS AIR
SCREWED CAP
M
M
M
M
POSITIVE
DISPLACEMENT
PUMP
NOTE: ALL PRESSURE GAUGES AND
OTHER SMALL PROCESS MECHANICAL
INSTRUMENT EQUIPMENT SHALL BE
SUPPLIED WITH ISOLATION VALVES AND
ADDITIONAL APPURTENANCES (E.G.
PRESSURE PULSATION
DAMPENERS/SNUBBERS) AS REQUIRED
FOR PROPER OPERATIONAUTO-DIALER AND PRIORITY LEVEL
Pinch VALVE
FLOW METER
ACM AIR
COMPRESSOR
EQUIPMENT # STARTING AT
ABBREVIATIONS
PUMPS 00-09
(PMP)
MOTORS 10-19
(M/MXR/BLR)
VALVES 20-39
(MV/V/SV)
FLOW INST 40-49
(FT/FS/FE/FIT)
PRESSURE INST 50-59
(PT/PS/PG)
ANALYTICAL 60-69
(AT)
LEVEL INST 70-79
(LT/LS)
EQUIPMENT NUMBERS
SENSOR OR CONTROL
ECCENTRIC
REDUCER
FLANGE
COUPLING
ADAPTER I0.0
P&ID LEGEND & SYMBOLS
51 IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
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E
E
C
C
C
C
C
C
C
C
3"-W.W.-100
8"-W.W.-100
E E
C
C
E
E
C
C
C
C
E
E
E
E
E
E
M
E
E
E
E
24"-W.W.-100
E
C
C
C
C
C
C
I
R
G
R
E
E
C
C
C
24"-W.W.-100
C
C
C
E
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
I1.0
ODOR CONTROL UNIT 2 P&ID
52 IMPROVEMENT PLANS FOR:
BUENA SANITATION DISTRICT
ENGINEER OF WORK RCE EXP.LIC.DATE DATE
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
BUENA OUTFALL FORCE MAIN, PHASE III
EMERGENCY MODIFICATIONS
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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
Prepared by
TERRACOSTA CONSULTING GROUP, INC.
San Diego, California
Project No. 2613-01
March 5, 2014
06/25/2024 C5 Page 232 of 351
Geotechnical Engineering
Coastal Engineering
Maritime Engineering
3890 Murphy Canyon Road, Suite 200 S San Diego, California 92123-4450 S (858) 573-6900 voice S (858) 573-8900 fax www.terracosta.com
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 VISTA/BUENA 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 presents the results of our recent field studies and geotechnical engineering evaluation and provides 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, please give us a call.
Very truly yours,
TERRACOSTA CONSULTING GROUP, INC.
Matthew W. Eckert, Ph.D., Dir. of Engineering Gregory A. Spaulding, Project Geologist R.C.E. 45171, R.G.E. 2316 C.E.G. 1863, C.H.G. 351, P.G. 5892
MWE/GAS/sr
Attachments
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TABLE OF CONTENTS
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 (Qt1 – 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
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TABLE OF CONTENTS
(Continued)
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
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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
1 INTRODUCTION
This report presents the 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 as input to the 60 percent design submittal.
Figure 1, the Vicinity Map, shows the general location of the alignment in relation to principal roadways and topographic 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 alignment, 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 proposed pipeline.
2 PROJECT DESCRIPTION
The Buena Outfall Force Main - Phase III project will realign and extend the existing force main with a new pipeline generally following west and southbound lanes of Palomar Airport Road and Paseo Del Norte, respectively, as indicated 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. 06/25/2024 C5 Page 236 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 surface along the proposed alignment.
We understand that 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 such location for the use of possible trenchless methods is in the general area of 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 necessary precautions to 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 – Phase III, 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 presented in our October 13, 2009, report, was also performed by TCG to provide 100 percent design-level input for the project. 06/25/2024 C5 Page 237 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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-house project files; • Perform a field investigation to explore subsurface conditions, performing in-situ testing, and collecting soil samples for 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 presented in Appendix A.
4.2 Geotechnical Testing
4.2.1 In-Situ Testing
Standard penetration tests (SPT) were performed as the hollow-stem auger borings advanced to evaluate the relative competence of subsurface materials. The penetration resistance (blow 06/25/2024 C5 Page 238 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 assess the corrosive nature of the soils. The results of these laboratory tests are provided 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 Paseo Del 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 estimates of cut and fill areas on 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 06/25/2024 C5 Page 239 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc sequences of interbedded Eocene marine siltstones, claystones, sandstones, and conglomerates covered 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 several portions of Canyon De Las Encinas appear to 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 one would generally anticipate given regional geologic maps.
6.1 Santiago Formation (Tsa/Tt)
Encountered along the entire alignment, the middle Eocene-age Santiago Formation 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- cemented zones and conglomerates, which may require the use of a ripper or rock-breaking equipment.
6.2 Terrace Deposits (Qt1 – 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 dense to 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 evidenced by several of our borings and resulting geomorphic interpretation are mantled by fill soils that appear to have been placed prior to the pre-development topography shown in Figures 3a – 3d. One such area within the canyon is up-station of Station 57+00.
In this area, fill soils were generally encountered throughout the depths explored where the depths ranged up to approximately 20 feet (see individual boring logs presented in 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 sands and 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 exposed to risks associated with various geologic hazards, including the effects of earthquakes and 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 these hazards, we have the following comments.
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7.1.1 Ground Shaking
The project site is located in a moderately active seismic region of Southern California 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 presented in Appendix C. To assess the more significant faults, we used the 1996 attenuation relationships developed by Joyner and Boore for NEHRP Type D soil sites to estimate potential peak ground accelerations that 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 searched both the California Geological Survey web-based database that will search for earthquakes having a magnitude of 5.5 or greater within 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 earthquakes for user specified distances and for magnitudes greater than 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 earthquake having 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 earthquakes having 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 generated a 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 response spectrum 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 06/25/2024 C5 Page 242 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc freedom system of 1 second. Using the USGS calculator and a site classification of Type D, the SMS (short period spectral acceleration) and SM1 (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 SD1 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 adjacent to, the project alignment; • Numerous minor strain features are exposed in 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 crossing the alignment which might be indicative of significant faulting.
In our opinion, the project risk associated with 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 subjected to flooding associated with a seismic-induced rupture of water mains. 06/25/2024 C5 Page 243 of 351
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7.1.5 Liquefaction
Within the depths explored, the soils we encountered were 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 proposed pipeline 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 area generally susceptible to 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 samples to 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. 06/25/2024 C5 Page 244 of 351
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7.4 Surface Water and Groundwater Conditions
Although significant surface water and groundwater flows are not anticipated to be encountered along the majority of the alignment, it is likely that local perched groundwater conditions may be encountered, depending on seasonal rainfall and local irrigation practices.
The available boring logs from studies by others near the general project site area document 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 as backfill around pipes 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 excavated within near-surface fill soils, alluvial soils, terrace deposits, and soils of the Santiago Formation to depths ranging from approximately 6 to 20 feet. Based on our field investigation, fill soils greater than 5 feet deep are 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 areas where historic drainages have been buried and filled-in during past grading operations (please refer 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 06/25/2024 C5 Page 245 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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, depending upon 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 perched water may be encountered, depending on the location and time of year. 06/25/2024 C5 Page 246 of 351
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8.2 Trenchless Construction
We understand that trenchless construction alternatives are being considered where the alignment crosses certain street intersections and utilities, with the most likely method being the jack and bore method.
According to the Transportation Research Board’s NCHRP Synthesis 242 (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) and receiving ends of the segments for 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 subsidence or heave of 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 06/25/2024 C5 Page 247 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc partially into the bore, thereby requiring special attention and extra time for their removal. In any event, the success of 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 dense fill 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-case basis. As conditions warrant, modifications to the excavation operations and shoring systems may 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 Remnants of Previous Construction
Construction of this improvement project may require the removal of existing facilities, including pavements, fencing, buried utilities, uncompacted fills, and other improvements. 06/25/2024 C5 Page 248 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc Construction debris generated during demolition should be removed from the site, and recycled or disposed of in a legal landfill. Remnants of 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 presence of an unknown hazardous material 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 damage to utilities, pavements, and other improvements.
9.5 Hazardous Waste Considerations
No specific investigation or testing was conducted during our investigation to assess the 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. 06/25/2024 C5 Page 249 of 351
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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 encountered as well as when 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 encountered in 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 encountered during construction appear to be different than those indicated in this report, TCG should be notified immediately so that we may assess the 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 areas where special compaction efforts are recommended and required, such as pavement subgrades and 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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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc For compaction of pavement subgrades, we recommend that the upper 6 inches be 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 set forth by the project specifications.
With respect to 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 Standard Specifications be used for controlling earthwork operations.
Since numerous underground utilities are located 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 CAL/OSHA 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 06/25/2024 C5 Page 251 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 recommend the following:
• An active lateral earth pressure of 35 pcf;
• An ultimate passive earth pressure of 300 pcf;
• For laterally-braced systems, we recommend a uniform pressure distribution 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 earth pressure includes a factor of safety of 2.
We recommend an allowable bearing pressure of 500 psf for anchor blocks for no embedment of the anchor block, and an allowable bearing pressure of 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 06/25/2024 C5 Page 252 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc passive pressure and friction coefficient are combined, we recommend reducing the passive pressure and 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 recommend reducing 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 sands sands have a laboratory maximum (ASTM 1557) dry density between 110 and 120 pcf, 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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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc We recommend that, where unsuitable soils are encountered at the pipe subgrade, the materials be overexcavated and either recompacted where practical, or replaced with 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 San Diego modifications and requirements, except that 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 as being 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 trenchless operations, we recommend the following equations:
d i
Vs
max
.=25
where: dmax is the maximum ground settlement;
i is equal to K times the depth to 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 shape of ground settlement manifested at the surface, we recommend using the following equation:
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc dd x
i=−
max exp( )
2 22
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 displacement at x; and
dmax is the maximum ground displacement as calculated above.
• In estimating the cutting edge resistance to jacking, we recommend using a cutting edge tip resistance equal to 250 ksf or greater for cemented soils, 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 recommend using a total unit weight of 130 pcf 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 passive pressure, expressed as 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 recommendations will be provided when specific foundation needs are available.
The following preliminary design parameters are applicable to structures that can tolerate angular distortions of 1/240 to 1/500, and are supported on conventional shallow foundations bearing on formational soils or compacted soils with an Expansion Index less than or equal to 20, and which are not underlain by more compressible materials. For other foundation types, for more settlement-sensitive structures, or for structures founded on more expansive or 06/25/2024 C5 Page 255 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 accommodate structural 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 subgrade is prepared in accordance with our recommendations and footing loads do not exceed the bearing pressures given 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
To provide resistance for lateral loads applied to footings and shear keys 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 passive pressure, whichever is greater. The upper 12 inches of soil in areas not protected by floor slabs or pavements should 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 pressure and 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 need to either modify or supplement these recommendations.
When selecting lateral earth pressures, active lateral earth pressures should 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 system adequate to 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 recommended due to the expansive characteristics of these materials. 06/25/2024 C5 Page 257 of 351
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 pressure equivalent to a fluid pressure of 40 pcf. This value assumes that 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 pressure equivalent to a fluid pressure of 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 pressure equal 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 general backfill, and that select materials will need to be imported to provide pipe bedding and pipe zone backfill.
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\\Tcgserver\Network\Projects\26\2613\2613-01 R01 Geologic & Geotechnical Investigation.doc 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 excavated materials and construction materials near trench and excavation walls, if permitted at all, should be limited and the resulting excavation protection systems designed to accommodate any added surcharge loading.
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 proposed alignment.
12 LIMITATIONS
This report is intended to address general issues related 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 phase work. A more substantive geotechnical 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 presented herein are based partly on our evaluation of the technical information gathered, partly on our understanding of the proposed construction, 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 San Diego County, San Diego 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 Specifications for 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, Santa Ana 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, San Diego County, California, Sheets 350- 1677, 350-1683, 346-1677, and 346-1683, scale 1:2400.
County of San Diego, 1963, Topographic Survey, San Diego County, California, Sheets 350- 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 area showing proposed cut elevations and trench locations, Job No. 8721216, Plate 1B, downloaded from the City of Carlsbad’s website.
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LEE & RO, INC. March 5, 2014
Project No. 2613-01
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REFERENCES
(Continued)
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 1 - 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 Research Program.
U.S. Department of Agriculture, 1953, Stereographic Aerial Photograph Nos. AXN-8M-70 through 72, flown April 1953.
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TABLE 1
SUMMARY OF TRENCHLESS CONSTRUCTION TECHNIQUES
Technique Man
Entry Description
Auger Boring
(AB) No
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 flights rotating inside a steel casing that is being jacked in place simultaneously. AB may provide limited tracking and steering capability. It does not provide continuous support to the excavation face. AB is typically a 2-stage process (i.e., casing installation and product pipe installation).
Slurry Boring
(SB) No
A technique that forms a bore hole from a drive shaft to a reception shaft by means of a drill bit and frill tubing (stem). A drilling fluid (i.e. bentonite slurry, water, or air pressure) is used to facilitate the drilling process by keeping the drill bit clean and aiding with spoil removal. It is a 2-stage process. Typically, an unsupported horizontal hole is produced in the first stage. The pipe is installed in the second stage.
Micro-Tunneling
(MT) No
A remotely controlled, guided pipe-jacking process that provides continuous support to the excavation face. The guidance system usually consists of a laser mounted in the drive shaft communicating a reference line to a target mounted inside the MT machine’s articulated steering head. The MT process provides ability to control excavation face stability by applying mechanical or fluid pressure to counterbalance the earth and hydrostatic pressures.
Horizontal
Directional Drilling
(HDD)
No
A 2-stage process 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 accommodate the desired utility and then pulling the utility into place. The HDD process provides the ability to track the location of the drill bit and steer it during the drilling process. The vertical profile of the bore hole is typically in the shape of an arc entrapping drilling fluid to form a slurry pathway rather than an open hole. This entrapped slurry provides continuous support to the borehole.
Pipe Ramming
(PR) No
A technique for installing steel casings from a drive shaft to a reception shaft utilizing the dynamic energy from a percussion hammer attached to the end of the pipe. A continuous casing support is provided and overexcavation or water is not required. This is a 2-stage process.
Soil Compaction
(SC) No
This method consists of several techniques for forming a borehole by in-situ soil displacement using a compacting device. The compacting device is forced through the soil, 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-stage process.
Pipe Jacking
(PJ) Yes
A pipe is jacked horizontally through the ground from the drive shaft to the reception shaft.
People are required inside the pipe to perform the excavation and/or spoil removal. The excavation can be accomplished manually or mechanically.
Utility Tunneling
(UT) Yes
A 2-stage process in which a temporary ground support system is constructed to permit the installation of a product pipe. The temporary tunnel liner is installed as the tunnel is constructed. The temporary ground support system can be steel or concrete tunnel liner 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)
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TABLE 2
SUMMARY OF CHARACTERISTICS OF TRENCHLESS CONSTRUCTION
Trenchless
Method
Pipe/Casing
Installation
Mode
Suitable
Pipe/
Casing
Soil
Excavation
Mode
Soil
Removal
Mode
Diameter
Range
Typical
Lengths of
Bore
Ground
Movement
Recommended
Soil
Conditions
Auger
Boring
(AB)
Jacking Steel Mechanical Auger
4 to 60 in.
with most
8 to 36 in.
100 to 300 ft Difficult to control
Wide range;
difficult in
flowing sands
Slurry
Boring
(SB)
Pulling/
Pushing
All
Types
Mechanical
and
Hydraulic
Hydraulic,
Mechanical
Reaming and
Compaction
2 to 12 in.;
has been used
up to 48 in.
50 ft Can be difficult to
control
Firm, stable,
cohesive soils
Micro-
Tunneling
(MT)
Jacking
Steel, RCP,
GFRP, PCP, VCP,
DIP
Mechanical Augering or
Hydraulic (Slurry)
42 to 136 in.;
most commonly
24 to 48 in.
500 to 1000 ft.
for slurry MT;
200 ft to 400
ft. for
auger MT
Typically less than 1
inch
Wide range from
wet sand, clay, to
boulders
Horizontal
Directional
Drilling
(HDD)
Pulling Steel, PVC, HDPE
Mechanical
and
Hydraulic
Hydraulic,
Mechanical
Reaming and
Compaction
2 to 48 in. 600 to 5000 ft. Difficult to control Clay
Pipe
Ramming
(PR)
Hammering/
Driving Steel Mechanical
Augering,
Hydraulic,
Compressed Air, or
Compaction
4 to 60 in. for
open face; 4 to
8 in. for closed
face
50 to 200 ft.
Must be evaluated
based on soil type;
surface heaving
potentially a problem
Wide range
Soil
Compaction
(SC)
Pulling Steel, PVC,
HDPE Pushing Displacement (in-
situ) Up to 12 in. 40 to 80 ft. Difficult to control Soft clays and silts
Pipe Jacking
(PJ) Jacking Steel, RCP,
GFRP
Manual or
Mechanical
Augers, Conveyors,
Manual Carts,
Power Carts, or
Hydraulic
42 in. to 12 ft.;
most commonly
48 to 72 in.
500 to 1000
ft.
Typically less than 1
inch;
must control face
stability
Typically sandy
clay, however,
other soils with
proper selection
of equipment
Utility
Tunneling
(UT)
Lining
Steel or Concrete
Liner Plates
w/Wood lagging,
wood box
Manual or
Mechanical
Augers, Conveyors,
Manual Carts,
Power Carts, or
Hydraulic
Flexible; same
as tunneling in
general
Flexible; same
as tunneling in
general
Same as tunneling in
general
Same as
tunneling in
general
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APPENDIX A
LOGS OF TEST BORINGS
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APPENDIX B
LABORATORY TEST RESULTS
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APPENDIX C
DETERMINISTIC ESTIMATION OF PEAK
ACCELERATION FROM DIGITIZED FAULTS
AND
DETERMINISTIC SITE PARAMETERS
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APPENDIX D
CALTRANS SPECIFICATIONS
FOR
TRENCHLESS TECHNOLOGY PROJECTS
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CALTRANS
ENCROACHMENT PERMITS
GUIDELINES AND SPECIFICATIONS
FOR
TRENCHLESS TECHNOLOGY PROJECTS
July 2008
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2 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 Project Owner's Responsibilities .................................................................................................................................. 4 Contractor's Responsibilities ........................................................................................................................................ 4
TUNNELING PROJECTS ........................................................................................................................................... 5 Cal/Osha Requirements ................................................................................................................................................ 5 Tunnel ............................................................................................................................................................................. 6 Tunnel Shield ................................................................................................................................................................. 6 Tunnel Lining ................................................................................................................................................................. 6 Lagging ........................................................................................................................................................................... 6 Construction of Shafts and Pits .................................................................................................................................... 7 Placement of Shafts and Pits ......................................................................................................................................... 7 Excavation ...................................................................................................................................................................... 8 Dewatering ..................................................................................................................................................................... 8 Grouting ......................................................................................................................................................................... 8 Materials ......................................................................................................................................................................... 9 Project Owner's Responsibilities .................................................................................................................................. 9 Contractor's Responsibilities ........................................................................................................................................ 10
BORE & JACK .............................................................................................................................................................. 11 Bore and Receiving Pits ................................................................................................................................................ 11 Encasement Requirements ............................................................................................................................................ 11 Table of Encasement Considerations ............................................................................................................. 12
HORIZONTAL DIRECTIONAL DRILLING ........................................................................................................... 13 Soil Investigations .......................................................................................................................................................... 14 Pre-construction & Site Evaluation ............................................................................................................................. 14 Installation Requirements ............................................................................................................................................. 15 Permittee/Contractor Responsibilities ......................................................................................................................... 15 Generic Sonde Housing ................................................................................................................................... 16 Drilling Fluids Management Plan ................................................................................................................................ 16 Previous Experience ...................................................................................................................................................... 16 Safety ........................................................................................................................................................................... 16 Contingency Plans ......................................................................................................................................................... 17 Communications Plan ................................................................................................................................................... 17 Drilling Operations ........................................................................................................................................................ 17 Equipment Setup and Site Layout ............................................................................................................................... 17 Drilling and Back-Reaming .......................................................................................................................................... 17 Break-away Pulling Head ............................................................................................................................................. 17 Protective Coatings ........................................................................................................................................................ 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
PIPE RAMMING .......................................................................................................................................................... 21
PIPE BURSTING .......................................................................................................................................................... 22
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3 PROCEDURAL REQUIREMENTS FOR DESIGN AND CALCULATIONS OF
STRUCTURAL AND SUB-STRUCTURAL PROJECTS
All submittals shall be stamped by 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 package submittal.
STRUCTURAL DESIGN AND CALCULATIONS
All Structural Project submittals (structures and structural falsework) will require review by Structures Maintenance, for construction under an encroachment permit 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 sent to Structures Maintenance 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 Structures Maintenance 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.).
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4 • 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, 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.
• 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 necessary for 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).
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 issuance of 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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5 TUNNELING PROJECTS
All projects will vary in their own characteristics. General similarities are listed below to provide a general understanding of these types 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 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. Proof of experience shall be submitted on “Certification of Structural Experience,” form TR-0133, in conjunction with project package submittal.
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 necessary for 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) mandates the 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 ensure an accurate account 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, rescue procedures, evacuation plans and communications. CCR 8426 • Cal/OSHA requires a State of California certified person performing the duties of gas tester or safety representative to 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 employees are engaged in operations during which the Tunnel Safety Orders (TSO) apply. CCR 8406(f)
• The certified safety representative must have knowledge in underground safety, must be able to recognize hazards, and must have the authority to correct unsafe conditions and procedures subject to the TSO. CCR 8406(f)
A State of California certified gas tester is required for the following operations:
• All classifications other than non-gassy
• Projects during which diesel equipment is used underground • Hazardous underground gas conditions. CCR 8470
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6 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 ( 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 neoprene gasket adhered to each flange face.
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7 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 based upon 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 as to 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, cages and/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) cfm per worker.
• All equipment shall maintain a minimum clearance of twenty-five feet (25’) from openings. • Upon completion of project all shafts, pits and drifts that are not 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') measured laterally beyond the toe of slope of embankments. • Located outside of controlled access right-of-way.
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8 directed.
• Shored according to Cal-OSHA minimum requirements. Located within fifteen feet (15') 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 have restricted space available 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 access rights-of-way, damaged State facilities shall be replaced or repaired according to State Standard Specifications.
• Shall have crushed-rock and sump areas to clear groundwater and water used to clean. They shall be lined with filter fabric when groundwater is found and pumping 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 some projects masonry sections are installed, the amount of excavation of the tunnel should not exceed the amount needed for 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 unsupported by bracing, based on the geotechnical investigation and design. • All voids between the excavation and the liner shall be grouted after setting of ribs and lagging, if not expanded to 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-ash works 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 exceed six feet (6’) beyond the grouting of the exterior void.
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9 • Pressure on the grouting gauge should not exceed the 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 and proceed upwards simultaneously on alternating sides. • When grouting is complete at that location a threaded plug 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 ensure tensile and yield 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 based upon 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 sands exist, 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(f), (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 engineer to 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, and penetration 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 presence of rock, cobbles, and/or boulders, and the following;
o Depth and extent of rock
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10 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 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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11 BORE & JACK
Utility installations placed by Bore & Jack shall be monitored to ensure that 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 the jacking process, rendering the use of that facility as the 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 access highway right-of-way. EXCEPT, when approved by the district for direct crossings that are excessively long, or there is restricted space available 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. Protected by 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 State highway 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 sides facing 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 areas to 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’ representative to maintain the integrity of the adjacent travel lane.
A tunnel is defined as any installation that is 30'' or larger in diameter (see Section 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, regardless of diameters requires encasement.
2. The minimum wall thickness required for steel encasements is shown in Table 6.9.
3. Encasement ends 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 generated in the course of the permitted work. Grouting shall be at the expense of 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 staggered to 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 encasements shall 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.
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12 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 encasement pipe.
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
(Section 605)
Encase Encase Encase Encase Encase Encase
Low Risk
(Section 605)
Encase Encase Encase Encase Encase Optional
Exempt
Facilities
(Section 605)
Encase Encase Encase* Encase* Encase* Encase*
Pressurized Fluids Encase Encase Encase Encase Encase Encase Natural Gas Lines
Minimum 7.5' Depth
(Appendix H)
Encase* Encase* Encase* Encase* Encase* Encase*
Gravity Flows Encase Encase Encase Encase Encase* Encase* *Note: The District Permit Engineer may waive at his/her discretion the encasement requirement when warranted. 06/25/2024 C5 Page 327 of 351
13 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, f)areas of suspected and known contamination should also be noted and characterized. 06/25/2024 C5 Page 328 of 351
14 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 encountered in the soil analysis (the presence of 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 are to be located.
•Obtain all necessary permits or authorizations to carry construction activities near or across all such buried obstructions.
•All utility crossings should be exposed using 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 substructures along 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. Subgrade soils consisting of large grain materials like gravel, cobble, and boulders 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 areas where the substructure density 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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15 The permittee shall ensure that all drilling fluids are disposed of in a manner acceptable to 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 damage to 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. Subsurface monitoring 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.
PERMITTEE/CONTRACTOR 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. Proposed drill 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 H20.
9. Proposed composition of drilling fluid (based on soil analysis) viscosity and density.
10. Drilling fluid pumping capacity, pressures and flow rates proposed.
11.State right-of-way lines, property, and other utility right-of-way or easement lines.
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 150' 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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16 The illustration below shows a universal housing that will work with any drill-string on all HDD rigs.
DRILLING FLUIDS MANAGEMENT PLAN
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 sources such 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 serve many functions, as follows:
•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 subsurface pressures.
•Transmits hydraulic horsepower.
•Cools the locating transmitter sonde preventing 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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17 CONTINGENCY PLANS
The Contingency plan shall address the containment and removal, of an inadvertent return or spill (e.g., drilling fluids, and hydraulic fluids).
COMMUNICATION PLAN
The communication plan should address the 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, as well as specific details regarding various stages of 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 space is required on the rig side to safely set up and operate the 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 cause swelling and subsequent jamming 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 sealed at 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, skates or other protective devices should be used to prevent damage to 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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18 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 stresses and 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 streams and 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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19 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
f)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 06/25/2024 C5 Page 334 of 351
21 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 created by the soil shoe.
Lubrication to the inside of the casing shall only be an amount adequate to assist in 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 encasements of 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 encasement by means of air or water pressurized methods. 06/25/2024 C5 Page 335 of 351
22 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 necessary to 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, changes in soil formation that could present or create greater friction resistance.
Request information of the proposed project as to:
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 10X 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 are there 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 and jack, or hydraulic). 06/25/2024 C5 Page 336 of 351
20 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 and receiving 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 separation plant 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.
e) Remediation of loss of ground and excessive ground surface settlement.
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BUENA SANITATION DISTRICT Page 1 of 2 DICK MILLER, INC. 00065306 4 [00065306 2] PAYMENT BOND (LABOR & MATERIALS) 4868-3307-5652, v. 2
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 sever ally, 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. 06/25/2024 C5 Page 343 of 351
BUENA SANITATION DISTRICT Page 2 of 2 DICK MILLER, INC. 00065306 4 [00065306 2] PAYMENT BOND (LABOR & MATERIALS) 4868-3307-5652, v. 2
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.
06/25/2024 C5 Page 344 of 351
BUENA SANITATION DISTRICT Page 1 of 3 DICK MILLER, INC. 00065307 4 [00065307 2] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4864-1534-9188, v. 2
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 progresse s, sufficient funds to pay the cost of 06/25/2024 C5 Page 345 of 351
BUENA SANITATION DISTRICT Page 2 of 3 DICK MILLER, INC. 00065307 4 [00065307 2] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4864-1534-9188, v. 2
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.]
06/25/2024 C5 Page 346 of 351
BUENA SANITATION DISTRICT Page 3 of 3 DICK MILLER, INC. 00065307 4 [00065307 2] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4864-1534-9188, v. 2
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 pres ents 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.
06/25/2024 C5 Page 347 of 351
00098064 4
THIRD AMENDMENT TO THE CONTRACT BETWEEN THE CITY OF VISTA AND PACIFIC ADVANCED CIVIL ENGINEERING, INC. dba PACE FOR
BUENA OUTFALL PIPELINE PROFESSIONAL CONSULTING TECHNICAL
SERVICES
THIS THIRD AMENDMENT (“Third Amendment”) to the Contract between the City of Vista and Pacific Advanced Civil Engineering, Inc., dba PACE dated October 1, 2021 (“Contract”), is made and entered into as of _______________________ (“Third Amendment Date”), by and between the City of Vista, a chartered municipal corporation (“City”), and Pacific Advanced Civil Engineering, Inc., dba PACE, a California corporation (“Contractor”).
Recitals: City and Contractor now desire to enter into a Third Amendment to the Contract by modifying the terms of the Contract.
NOW, THEREFORE, in consideration of these recitals and the mutual covenants contained herein, City and Contractor agree as follows:
1.Section 2.5 is amended to increase the contract ceiling by $150,000 to a new total contract ceiling of $350,000, to compensate Contractor for additional services.
2.Section 3.2 of the Contract is amended to extend the term of the Contract to December 31, 2026.
3.All other conditions of the Contract not specifically amended or superseded by the terms herein shall continue in full force and effect.
IN WITNESS WHEREOF, the parties have executed and entered into this Third Amendment as of the Third Amendment Date.
[Signatures follow on page 2.]
06/25/2024 C5 Page 348 of 351
EXHIBIT 7
Contract Amendment
00098064 44891-4350-3045, v. 2
CITY OF VISTA, a chartered municipal
corporation
By:
JOHN B. FRANKLIN, MAYOR
ATTEST:
KATHY VALDEZ, CITY CLERK
By:
APPROVED AS TO FORM:
WALTER CHUNG, CITY ATTORNEY
By:
RISK MANAGEMENT REVIEW:
DOLORES GASCON, RISK MANAGER
By:
APPROVED
Amanda L. Guy
20240604110009
PACIFIC ADVANCED CIVIL
ENGINEERING, INC., a California
corporation, dba PACE
By:
NAME/Title
By:
NAME/Title
06/25/2024 C5 Page 349 of 351
EXHIBIT 8
Original Contract and prior amendments with PACE on file with the City Attorney’s Office 06/25/2024 C5 Page 350 of 351
EXHIBIT 8
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06/25/2024 C5 Page 351 of 351
EXHIBIT 9