HomeMy WebLinkAboutJ Fletcher Creamer & Son Inc; 2006-12-20; PWS07-02ENG Part 3 of 3APPENDIX A
CITY OF CARLSBAD
ENGINEERING STANDARDS
VOLUME 3 - STANDARD DRAWINGS AND NOTES
CHAPTER 4 - POTABLE & RECYCLED WATER STANDARD DRAWINGS
TABLE OF CONTENTS
DWG NO.
W1 Standard Symbols for improvement Plans
W2 Typical Trench Section
W3 1" Water Service Connection for 5/8",3/4" & 1" Meters
W3-A 1" Water Service Connection for Domestic Service With Fire Sprinkler
W4 2" Water Service Connection for 1 1/2" & 2" Meters
W5 1" Manual Air Release Assembly
W6 2" Blow-Off/Manual Air Release Assemblies
W7 Below Surface 1" & 2" Air Vacuum Valve Assembly & Appurtenance
W7-A Above Surface 1" & 2" Air Vacuum Valve Assembly & Appurtenance
W8 Outlets on A.C. or P.V.C. Main for 1" thru 2" Assemblies
W9 Outlets on D.I. or Steel main for 1" thru 2" Assemblies
W10 Dielectric Connection to Steel Main
W11 6" Blow-Off Assembly (Ductile Iron)
W11-A 6" Blow-Off Assembly (Steel)
W12 Fire Hydrant Assembly
W13 Valve Box Assembly
W14 Tapped Connection to Steel Main
W15 Concrete Thrust Blocks for Non-Restrained Joints
W16 Gate Valve Installation P.V.C., D.I.P., A.C.P. & STEEL PIPE
W17 Butterfly & Plug Valve Installation for A.C., P.V.C. & D.I.P
W18 Thrust Anchor for Water Main Reducer-4" thru 16"
W19 Thrust Block Bearing Areas-4" thru 16"
W20 2" and Under Backflow Installation
W21 3" and Above Backflow Installation
W22 Above Ground Double Check Valve Detector Assembly
W23 Extension Stem and Marker Post
June 2004
POTABLE AND RECYCLED WATER STANDARD DRAWINGS
TABLE OF CONTENTS (CON'T)
W24 Protection Post
W25 Zinc Anode and Connectors for 1" & 2" Water Service
W26 At Grade 2-Wire Test Station with Anodes
W27 Exothermic Weld Process
W28 2-Wire Test Station with Anodes Wiring Diagram
W29 Magnesium Anode
W30 Concrete Test Box
W31 Buried Insulating Flange
W32 Mechanical Joint Bond
W33 4" Air Vacuum Valve Assembly & Appurtenance
W34 Welded Steel Pipe Section with Thrust Walls for Slopes and Dips
June 2004
DESCRIPTION ABREV1ATION C.M.W.D.
DWG. NO.SYMBOL
WATER PIPELINE (Size Per Plan) W
RECYCLED WATER PIPELINE RW
(Size Per Plan)
WATER GATE VALVE GV
WATER BUTTERFLY VALVE BFV
BLOW-OFF ASSEMBLY BO
MANUAL AIR RELEASE ASSEMBLY MAR
AIR VACUUM ASSEMBLY AVA
DETECTOR CHECK VALVE ASSEMBLY DDCV
IRRIGATION SERVICE
(2" unless shown otherwise)
WATER SERVICE(1" unless shown otherwise)
IR
W
WATER SERVICE WITH FIRE SPRINKLER W/F
(1" unless shown otherwise)
FIRE HYDRANT
END CAP ASSEMBLY
WITH TRHUST BLOCK
CATHODIC TEST STATION
FH
CT
None
None
W16
W17
W6
W6
W7
W22
W4
W3
W3A
W12
W15
W26 through W32
-W-
RW-
—I
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
STANDARD SYMBOLS
FOR IMPROVEMENT PLANS
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W1
TRENCH WIDTH AT TOP OF TRENCH
NOT LIMITED
TOP OF BACKFILL TO BE SAME
AS ORIGINAL GROUND AND MATCH
ADJACENT UNDISTURBED GROUND
L; '::^-":-- ;%' J
V;-';.-:-V------ *'•'•":"• ;;•••'.:..;.:•;•:.> v:. y.»v'-.v..-
BACKRLL TRENCH
ZONE WITH NATIVE
EARTH BACKFILL OR
IMPORTED MATERIAL
MARKING TAPE
TRENCH WIDTH IN PIPE ZONE
BACKFILL PIPE BASE
AND PIPE ZONE WITH
IMPORTED SAND
1— HAUNCHING
LIMITED
ITEM
NO SCALE
SPEC/DWG
BEDDING MATERIAL SECT 02223
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
TYPICAL TRENCH SECTION CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W2
SIDEWALK
CURB & GUTTER
METER AND
BALL VALVE
BY DISTRICT
CONNECT TO
OUTLET ASSY.
NOTES:
1. CONTRACTOR SHALL ADJUST ANGLE
VALVE & METER BOX TO F.G. AFTER
SIDEWALK IS INSTALLED A APPROVED
2. DISTRICT WILL SET METER AND BALL VALVE
3. ALL COPPER JONTS SHALL BE SILVER SOLDERED
IN CONFORMANCE WITH SPECIFICATIONS.
4. TAP TO MAIN TO BE MINIMUM OF 24" FROM
NEAREST COUPLING, FITTING, VALVE, BELL
OR OTHER TAPS.
5. POS1TON ANODE MIDWAY BETWEEN
RPEUNE AND METER BOX.
6. INTERIOR OF METER BOX SHALL BE CLEAR OF DEBRIS TO DEPTH OF 12"
CORP STOP FULLY EXPOSED
DETAIL
NON-CONTIGUOUS SIDEWALK & CURB
AND
ITEM DESCRIPTION SPEC/DWG
COPPER. (TYPE K . SOFT)
OUTLET ON PVC PRESSURE PIPE 8
OUTLET ON AC PIPE 8
OUTLET ON CML&C STEEL PIPE
OUTLET ON DUCTILE IRON PIPE
1" ANGLE METER STOP
METER BOX AND COVER I.TRAFFIC AREA)
8 METER BOX AND COVER (NON-TRAFFIC AREA)
30 I_B, ZINC ANODE WITH ANODE LEAD WIRE 25
REV.APPROVED DATE nUNICIPAL WATER DISTRICT
WATER SERVICE CONNECTION
FOR 5/8', W & I' METERS
CnYENCMEER
STANDARD DWG, NO.W3
DOMESTIC
WATER-
LINE
SEE DETAIL
W3
NOTES:
1. REFER TO DRAWING W3 FOR SPECIFICATIONS OF
INSTALLATION OF SERVICE LINE AND APPURTENANCES.
2. DISTRICT TO SET METER AND BALL VALVE, ALL
OTHERS TO BE INSTALLED BY CONTRACTOR.
3. DOMESTIC WATER LINE MATERIAL WILL BE IN
CONFORMANCE TO CODE.
4. ALL COPPER JOINTS SHALL BE SILVER SOLDERED IN
CONFORMANCE WITH SPECIFICATIONS.
SEE W3, W8,
OR W9
ITEM DESCRIPTION SPEC/DWG
COPPER. ITYPE 'K' . SOFT!
30 LB. ZlSIC ANODE LEAD WIRE
1" C6PPER TEE (SILVER SOLDW
1" 90' COPPER BEND (SILVER SOLDER)90' COP!
T USEDNOT USE
1" ANGLE METER STOP
137 ARMORCAST METER BOX (OR EQUIVALENT)
8 1 BALL VALVE
1" WATER METER BY DISTRICT
10 BRASS UNION
11 2" FIRE SYSTEM WATER LINE
12 1" DOUBLE Cl HECK VALVE WITH SHUT OFF VALVES
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
I' DOMESTIC WATER SERVICE CONNECTION
WITH FIRE SPRINKLER SYSTEM
3/4' METERS
CITY ENGINEER
STANDARD DWG. NO.W3-A
FLANGED
BALL VALVE
BY DISTRICT
NOTES:
1. DISTRICT WILL SET METER AND BALL VALVE
2. ALL COPPER JIONTS SHALL BE SILVER SOLDERED
IN CONFORMANCE WITH SPECIFICATIONS.
3. TAP TO MAIN TO BE MINIMUM OF 18" FROM
NEAREST COUPLING OF TAP.
4. POSITION ANODE MIDWAY BETWEEN
PIPELINE AND METER BOX.
5. FOR NON-CONTIGUOUS SIDEWALK
SEE DETAIL DRAWING W3.
ITEM DESCRIPTION SPEC/DWG
2 COPPER SERVICE PIPE
OUTLET ON PVC PRESSURE PIPE 8
OUTLET ON ACP PIPE 8
OUTLET ON CML&C STEEL PIPE
5 OUTLET ON DUCTILE IRON PIPE
£ METER STOP
30X AND COVER (TRAFFIC AREAT
8 METER BOX AND COVER (NON-TRAFFIC AREA)
9 2" C X C 90' ELL (SILVER SOLDERED^
10 30 LB. ZINC ANODE WITH ANODE LEAD WIRE 25
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
2" WATER SERVICE CONNECTION
FOR I I/2" & 2" METERS
CITY ENGINEER
STANDARD DWG. NO.W4
FINISH SURFACE.
30 LB. ZINC ANODE
WITH ANODE LEAD WIRE
PER STD. DWG. NO. 25.
NOTES:
1. SEE SPECIFICATIONS FOR SOLDERING REQUIREMENTS
2. SEE SPECIFICATIONS FOR LID PAINTING
REQUIREMENTS.
3. POSITION ANODE MIDWAY BETWEEN
PIPELINE AND VALVE BOX.
ITEM DESCRIPTION SPEC7DWG
1 TYPE K SOFT COPPER
OUTLET ON PVC PRESSURE PIPE.8
3 OUTLET ON AC PIPE.
OUTLET ON CML&C STEEL PIPE.
OUTLET ON DUCTILE IRON PIPE.
METER STOP
BRASS BUSHING.
8 1 BRASS STREET ELL
1" ADAPTER M.I.P. X N.S.HT
10 HOSE THREAD CAP
11 VALVE BOX/UP 13
12 CONCRETE COLLAR
13 PVC. C900
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
I" MANUAL AIR RELEASE ASSEMBLY CITY ENGINEER
STANDARD DW& NO.
6-04
DATE
W5
3"AC
1. SEE SPECIFICATIONS FOR
SOLDERING REQUIREMENTS
2. SEE SPECIFICATIONS FOR LID
PAINTING REQUIREMENTS
3. SEE IMPROVEMENT PLANS
FOR ASSEMBLY SIZE.
30 LB. ZINC ANODE
WITH ANODE LEAD WIRE PER STD. DWG. NO 25.
ITEM DESCRIPTION SPEC/DWG
OUTLET ON PVC PRESURE PIPE
OUTLET ON AC PIPE 8
OUTLET ON CML&C STEEL PIPE
:T ON DUCTILE IRON PIPE
2" COPPER SERVICE PIPE. (TYPE K*SOFT).
2VANGLE METER STOP
2 METER COMPANION FLANGE. (BRASS NUTS AND BOLTS).
8 2 BRASS STREET ELL
ADAPTER-2" M.I.P. X 2 1/2" NSHT W/ 2 1/2* CAP
_LQ_12" PI A. C.I. VALVE BOX COVER MARKED WATER OR RECYCLED WATER
T^\>* r\t A k i^T^r* \f ow -n IISM.X s\r\* isxnr ' TI • mi. is*11 30" DIAMETER X 8" THICK CONCRETE RING
12 12" GRAVITY SEWER PIPE SDR 35
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
2" BLOW-OFF / MANUAL AIR
RELEASE ASSEMBLIES W6
29 5/8'180* ELBOW
JUNIINUAIIUN/Ovto DISCHARGED
INNER FACE OF
CONCRETE BLK
SUPPORT (SOLID)
CURB & GUTTER
SIDEWALK VIEW ABQVF
nil w/ SAND
2-2-x8'x33" REDWOOD
90* CX RP BEND
(2 SILVER SOLDER)90' CX FIP BEND
(2" SILVER SOLDER)2% MIN. RISE
1. SEE SPECIFICATIONS FOR
SOLDERING REQUIREMENTS.
2. SEE SPECIFICATIONS FOR
PAINTING REQUIREMENTS.
3. SEE IMPROVEMENT PLANS
FOR ASSEMBLY SIZE.
INC ANODE WITH ANODE
LEAD WIRE PER STD. DWG. NO. 25
4. ALL VALVES AND FITTINGS
SHALL BE SAME SIZE AS
AIR VENT INLET.
5. POSITON ANODE MIDWAY BETWEEN
PIPELINE AND VALVE BOX.
ITEM DESCRIPTION SPEC/DWG
1 COPPER. (TYPE K . SOFTL 2 COPPER SERVICE PIPE. (TYPE K SOFT).
OUTLET ON PVC PRESSURE PIPE 8
OUTLET ON AC PIPE 8
OUTLET ON CML&C STEEL PIPE
OUTLET ON DUCTILE IRON PIPE
STOP
8 1" OR 2 HEAVY DUTY COMBINATION AIR RELEASE.
1" OR 2" BRASS STREET "L
10 1" OR 2" X CL BRASS NIPPLE.
11 BOX - STACK 3
12 1 2 X 6 BRASS NIPPLE
13 OR 2 SCHEDULE 40 PVC
14 BRASS METER COMPANION FLANGE. (BRASS NUTS AND BOLTS ON 2"
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
BELOW SURFACE I & 2' AIR-VACUUM
VALVE ASSEMBLY & APPURTENANCE
CITY ENGINEER
STANDARD DWG. NO.
6-04
DATE
W7
CONNECT TO
OUTLET! ASSY.LEAD
B. ZINC ANODE WITH ANODE
WIRE PER SID. DWG. NO" 25 —'
NOTES:
1. SEE SPECIFICATIONS FOR
SOLDERING REQUIREMENTS.
2. SEE SPECIFICATIONS FOR
PAINTING REQUIREMENTS.
3. SEE IMPROVEMENT PLANS
FOR ASSEMBLY SIZE.
4. ALL VALVES AND FITTINGS
SHALL BE SAME SIZE AS
AIR VENT INLET.
5. POSITON ANODE MIDWAY BETWEEN
PIPELINE AND VALVE BOX.
ITEM DESCRIPTION SPEC/DWG ITEM DESCRIPTION SPEC/DWC
1" COPPER, (TYPE 'K' , SOFT), 2"
~^ SER. PIPE. (TYPE "K SOFTl
14
JTLET ON PVC PRESSURE PIPE
(TYPE
'RESS 8
2" COPPER ADATER, COPPER
SOLDER JOINT x MALE IPT,
0-300 PSI
^^^^^^*IA p^iOUTLET ON AC PIPE 8 15
OUTLET ON CML&C STEEL PIPE
2" FLARED TUBE STR CPLG,
COPPER x MALE IPT. 0-150 PSI
OUTLET ON DUCTILE IRON PIPE 16
OR 2 ANGLE METER STOP
CONCRETE ANCHOR BLOCK
WITH 2 CUBIC FEET
METER BOX « COVER
(TRAFFIC AREA)
17 2 CL 125 CAST BRONZE 90'
ELBOW WITH FEMALE IPTr\*f^ip\f^i8METER BOX & COVER
(NONTRAFFIC AREA)
18
WITH
BRASS PIPE, REGULAR WALL
MALE IPT
1" OR 2" HEAVY DUTY 19 30 x30"x6" CONCRETE PAD
10
COMBINATION AIR RELEASE.
1" OR 2" BRASS STREET "L"
20 2 COMB. AIR RELEASE AND
VACUUM VALVE, FEMALE IPT
11 1 OR 2 X 6 BRASS NIPPLE 21
12 1 OR 2 SCHEDULE 40 PVC
AIR VALVE ENCLOSURE
2-INCH CAV ASSEMBLY
13 BRASS METER COMPANION FLANGE.
fBRASS NUTS AND BOLTS ON 2'^
22 1" OR 2" METER STOP
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
ABOVE SURFACE I & 2' AIR-VACUUM VALVE
ASSEMBLY & APPURTENANCE
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO. W7~A
A.C. MAIN P.V.C. MAIN
FOR WATER SERVICE
CONNECTION ( TYP.
ITEM DESCRIPTION SPEC/DWG
DOUBLE BAND BRASS SERVICE SADDLE.
BRONZE DOUBLE STRAP SERVICE SADDLE.
CORP. STOP 1" WATER SERVICE.
CORP. STOP 2 WATER SERVICE.
CORP. STOP 1_ AIR VACUUM VALVE ASSEMBLY.
CORP. STOP 2 AR VACUUM VALVE ASSEMBLY
1" MANUAL AIR RELEASE ASSEMBLY
8 2 BLOW-OFF MANUAL AIR RELEASE ASSEMBLY.5&6
2" MANUAL BLOW-OFF / AIR RELEASE ASSEMBLY.6A7
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
OUTLETS ON A.C. OR P.V.C. MAIN FOR
I INCH THRU 2 INCH ASSEMBLIES
CITY ENGINEER
STANDARD DWG. NO.W8
D.l. MAIN STEEL MAIN
FOR WATER SERVICE
CONNECTION f TYP.
ITEM DESCRIPTION SPEC/DWG
DOUBLE BAND BRASS SERVICE SADDLE.
CORP. STOP 1 WATER SERVICE.
CORP. STOP 2 WATER SERVICE.
CORP. STOP 1 AIR VACUUM VALVE ASSEMBLY.
CORP. STOP 2" AIR VACUUM VALVE ASSEMBLY.
1" MANUAL AIR RELEASE ASSEMBLY.
*CT^^»^» f*Ll*t *±f^~"l t * k. I T*l A 1** VK^l f— A *"*^»i2" BLOW-OFF MANUAL AIR RELEASE ASSEMBLY.m
8 2 BLOW-OFF / AIR RELEASE ASSEMBLY.6&7
NOT USED
10 3000 PSI FORGED STEEL COUPLING WELDED TO MAIN.10
11 INSULATING BUSHING. ( LEXAN OR DELRIN ).10
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
OUTLETS ON D.I. OR STEEL MAIN FOR
I INCH THRU 2 INCH ASSEMBLIES
CITY ENGINEER
STANDARD DWG. NO.
6-04
DATE
W9
~ FIELD WELD
•° ( TYPICAL ).
SECTION A-A
FIELD APPLIED CEMENT
MORTAR ALL AROUND.
SIZING TABLE
COPPER
TUBING
?r
VALVE OR
CORP STOP
T
1"
STEEL
COUPLING
2 \IT
1 1/2"
INSULATING
BUSHING
2 1/2 x 2"
1 1/2" x 1"
NOTES:
1. DIELECTRIC CONNECTIONS SHALL BE
REQUIRED ON ALL AIR AND VACUUM VALVE
ASSEMBLIES, MANUAL AIR RELEASE
ASSEMBLIES, BLOW-OFF ASSEMBLIES
AND WATER SERVICE ASSEMBLIES WHERE
COPPER TUBING OR BRASSS PIPE CONNECTIONS
ARE MADE TO STEEL MAINS.
ITEM DESCRIPTION SPEC/DWG
CL 3000 STEEL COUPLING - STEEL WELDED.
SEE DRAWING NO W9 W9
3 INSULATING BUSHING - NPT LEXAN OR DELRIN.7^^^^^^^^9" PI A. 10 GA. SADDLE.
NOT USED
1" & 2" COPPER SERVICE PIPE ( TYPE "K" SOFT X
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
DIELECTRIC CONNECTION
TO STEEL MAIN
CITY ENGINEER
STANDARD DWG. NO.WIO
CURB OR BERM.
V PER PLAN
FINISHED SURFACE
NOTES
1. SEE SPECIFICATIONS FOR LID
PAINTING REQUIREMENTS
ITEM DESCRIPTION SPEC/DWG
A.C.P. - RT X FL TEE.
STEEL PIPE - FT. TAPPED CONNECTION.
NOT USED
D.LP. - MJ X FL TEE. ( FL BOSS OUTLET ALTERNATE / DELETE THRUST BLOCKT"
NOT USED
X PJ GATE VALVE.
PE CL 50 P.I. P.
8 MJ 90' BEND.
RETAINER GLAND.
10 FL X PE CL 50 D.LP.
11 COMPANION FLANGE CONCENTRICALLY DRILLED AND TAPPED FOR ITEM 12.
12 THREADED PLUG. OR STL NIPPLE. FEMALE HOSE NIPPLE ft HOSE CAP.
13 12" VAL. BOX MKD. "WATER" OR "RECYCLED WATER'W6
VALVE BOX ASSEMBLY. REFER TO STD DWG W13
15 POLYETHYLENE WRAP.
16 CONCRETE THRUST BLOCK 56Q-C-325Q.
REV.APPROVED DATE CAKLbBAD nUNIUPAL WATER DISTRICT
6" BLOW-OFF ASSEMBLY
(DUCTILE IRON)
CITY ENGINEER
STANDARD DWG. NO.Wll
1" PER PLAN
CURB OR BERM
3'
FINISHED SURFACE
1. SEE SPECIFICATIONS FOR LID
PAINTING REQUIREMENTS
ITEM DESCRIPTION SPEC/DWG
A.C.P. - RT X FL TEE.
EL PIPE - FL TAPPED CONNECTION.
NOT USED
P.LP. - MJ X FL TEE. ( FL. BOSS OUTLET ALTERNATE / DELETE THRUST BLOCK ).
5 NOT USED
FL X FL GATE VALVE.
CML & C 0.25 STEEL
WELD ON PREFABRICATED CML & C STEEL / 90 BEND
NOT USED'»•-•• i • F-
FL X PE CML&C STL/SOWQ FL
11 COMPANION FLANGE DRILLED AND TAPPED FOR ITEM 12.
12 THREADED PLUG. OR STL NIPPLE,ȣL ilALE HOSE NIPPLE & HOSE CAP.
JLi 12" VAL BOX MKD. "WATER" OR 'RECYCLED WATER
14 VALVE BOX ASSEMBLY. REFER TO STD DWG W13
POLYETHYLENE WRAP.
16 CONCRETE THRUST BLOCK 56Q-C-325Q.
REV.APPROVED DATE UWL50AD nUNUrAL WATER Ul$ I Kit I
6' BLOW-OFF ASSEMBLY
(STEEL)
CITY ENQNEER DATE
STANDARD DtKX NO.WII-A
EA. 13/16" DIA. HOLES.
** HEX HEADS.
NOTES:
1. FIRE HYDRANT BASE -6
2. BOLTS & NUTS - 3/4" X
3. INSTALL BOLTS WITH NUTS ON TOP OF FLANGE.
4. SEE SPECIFICATION FOR PAINTING REQUIREMENTS. (BEGIN
PAINT AT SCORE IN BREAK-OFF SPOOL).
5. SEE SPECIFICATION FOR BURIED FLANGE REQUIREMENTS.
6. SEE IMPROVEMENT PLANS FOR FIRE
HYDRANT LOCATIONS.
7. A 3' CLEAR SPACE SHALL BE MAINTAINED AROUND THE
CIRCUMFERENCE OF F.H. EXCEPT AS OTHERWISE REQUIRED
OR APPROVED.
* 36" BEHIND FACE OF CURB FOR NON-CONTIGUi
NO SIDEWALK.
ITEM DESCRIPTION SPEC/DWG
A.C.P. - RT X FL TEE.
DUCTILE IRON PIPE - D.I. TEE WITH 6 FL OUTLET. ( PJ OR MJ X FL )
STEEL PIPE - 6' STEEL FL OUTLET.
ASBESTOS CEMENT PIPE - RT X FL WITH 6' OUTLET.
6" FL X PJ GATE VALVE.
6" CLASS 150 PVC
6' X 30' PJ X FTBUR
RE PIPE.
( 6 HOLE PATTERN ).
8 6 VARIABLE LENGTH FL BREAK OFF SPOOL. ( GROOVED BOTH ENDS ).
6" FIRE HYDRANT.
10 POLYETHYLENE WRAP.
11 VALVE BOX ASSEMBLY.
12 THRUS BLOCK
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
FIRE HYDRANT
ASSEMBLY
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.WI2
FINISH GRADE.
L-AC PAVEMENT.
RISER SHALL NOT
REST ON BONNET
OF VALVE. (2" MIN.
CLEARANCE).
SECTION A-A
DOMESTIC WATER
NOTES:
1. IN NON-ROAD AREAS PLACE MARKER
POST NEXT TO VALVE BOX ASSEMBLY
AS DIRECTED BY THE ENGINEER. ( SEE
DRAWING NO. 23 ).
SECTION B-B
RECLAIMED WATER
2. SEE DRAWING NO. 23 FOR GATE VALVE
EXTENSION.
3. UPPER SIDE OF LID TO RECIEVE 2 COATS
OF PAINT. SEE SPECIFICATIONS FOR
PAINTING REQUIREMENTS, ( PAGE 4 ).
ITEM DESCRIPTION SPEC/DWG
VAL BOX & COVER WITH NON-SKID C.I. COVER AND LIFT HOLE. MARKED WATER
VAL OX & COVER FOR NORMALLY CLOSED VALVE.
VAL BOX & COVER MARKED RECYCLED WATER
8* C900 PVC OR ASPHALT COATED WELL CASING.
CONCRETE COLLAR IDENTIFY CONG. BY CLASS 560-C-3250
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
VALVE BOX
ASSEMBLY
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.WI3
A
j
j
L
00
ITEM
1
2
3
4
5
REV. /
7Vj£
/'
41V
\\
c:
Fcr
XLua!
L
/;/'/,
' ///
ifl\ \^ \,VXvbv
>Q_y ,& jni ij^->
\\
j
'-;;^^^
s ^" ^ ^
X
j/3
/
8"
®i *,^Tx,
%>- ^•^^•/awi-'j.-wixNV : // // ss // // m*^-7-'A'-" •'• .""••. "•>"•••"• "jT.-'-.'J f "-.I- ..^
^
\ \\\
\1
1 ,
'/
//
// 1
^- -"4
<^^^^
J SE
!8" MIN. ON ARC.
L _TL .
/
)IT ~LT
VALVE & PIPEfcPER PLAN.
PLAN
S A XX XX XX XX XX '•
'jftl-ttSfi ;*V>*'^'Ovf /y^
(4\ r?f ^4x!y w 13
CTION A-A
NOTES:
-a)
CEMENT MORTAR
LINE IN SHOP.
FIELD POINT MORTAR IF DRY
CONNECTION IS MADE.
CUT TO FIT PIPE.
1. FLANGE PRESSURE CLASS & FACING
SHALL BE SAME AS ADJACENT VALVE.
2. REINFORCING SADDLE THICKNESS
TO BE SAME AS MAIN T(3/16" MINIMUM).
3. FULL BACKING PLATE IS REQUIRED
ON 12" AND LARGER MAINS & MAINS
EXCEEDING 150 P.S.I.
DESCRIPTION
S.O.W.O
FIELD V
. FLANGE.
/ELD TYPICAL ).
EXISTING STEEL PIPE.
EXISTING STEEL PIPE I.D.
3/4" MIN. CEMENT MORTAR COAT IN FIELD.
APPROVED t)ATE CARLSBAD MU
TAPPED CONN
NICIPAL WATER DISTRICT
ECTION TO STEEL MAIN
^1 t
CITY ENGINEER
SPEC/DWG
J<~~^-. 6-04
DATE
STANDARD DWG. NO. WI4
FITTING OR COUPLING.CAP.
39" MAX.
(RIGID PIPE)
END CAP BLOCK.
REINFORCING
STEEL DETAIL.
/A=111/4',221/2',
^/ 45*,50\60'.
VERTICAL BEND.TEE fTOP VIEW).
A=111/4',221/2',
45',50*,60'.
HORIZONTAL &
VERTICAL BEND.
NOTES:
1. FITTINGS SHALL BE DUCTILE IRON FOR
D.I.P. & P.V.C.; CAST IRON FOR A.C.P.
(CEMENT LINED SHORT BODY).
TEE (SIDE VIEW).
3. CONCRETE SHALL BE 6 SACKJ3250 P.S.I.).
A MIN. 3 DAY CURING TIME BEFORE
HYDROSTATIC TEST.
4. SEE DWG'S. NO. 17 & 18 FOR
PLUG, & BUTTERFLY VALVE THRUST
BLOCKS.
2. FOR A.C. PIPE. A MIN. 3-3* TO A 6-6" MAX. 5. ENGINEER TO PROVIDE CALCULATIONS FOR
LENGTH INTO AND OUT OF ALL FITTINGS. THRUST/ANCHOR BLOCK SIZE.
ITEM DESCRIPTION SPEC/DWG
CONCRETE THRUST BLOCK. (560-C-3250)
POLYETHYLENE WRAP.
NO. 4 REINFORCING STEEL.
VALVE BOX ASSEMBLY.
FL X RT OR FL X MJ GATE VALVE.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
CONCRETE THRUST BLOCKS
FOR NON-RESTRAINED JOINTS
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.WI5
FINISHED
NOTES:
2. SEE DRAWING N0.19 F
THRUST BLOCK BEARINAREAS.
TRENCH ELEVATION
PVC PIPE
REINFORCING
STEEL DETAIL.
TRENCH SECTION
(TYPICAL)
TRENCH ELEVATION
STEEL PIPE
ITEM DESCRIPTION SPECDWG
GATE VALVE
POLYETHYLENE WRAP.
NO. 4 REINFORCING STEEL
CONCRETE THRUST/ANCHOR BLOCK. (3250 P.S.I.) 560-C-3250 19
VALVE BOX ASSEMBLY.13
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
GATE VALVE INSTALLATION
P.V.C., D.I.P., S STEEL PIPE.
6-Ofc
DATE
STANDARD DWG. NO.WI6
BUTTERFLY OR
LINE VALVE INSTALLATION
BUTTERFLY OR
PLUG VALVE.
TEE ASSEMBLY
ITEM DESCRIPTION SPEC/DWG
FOR A.C.P. - 30" LONG FL X RT WALL PIPE.
FOR P.V.C. & D.I.P. - 30 LONG FL X MJ WALL PIPE.
NO. 4 REINFORCING STEEL 6 O.C. EACH WAY.
CONCRETE THRUST BLOCK. (3250 P.S.I.) 560-C-3250 19
POLYETHYLENE WRAP.
FOR A.C.P. - FL X RT ADAPTER.
FOR P.V.C. & D.I.P. - FL X MJ OR PJ ADAPTER.
8 CONCRETE SUPPORT.
SANDBAGS.
BUTTERFLY OR PLUG VALVE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
BUTTERFLY a PLUG VALVE
INSTALLATION FOR A.C., P.V.C. & D.I.P.
CITY ENGINEER
STANDARD DWG. NO.WI7
VARIABLE - SEE NOTE
NOTES:
BEARING AREA SHALL BE THE DIFFERENCE
BETWEEN THE BEARING AREAS REQUIRED FOR
THRUST ANCHORAGE OF MAINS ON EACH SIDE OF
REDUCER AS FOUND FROM STD. DWG. 19 PLUS
THE AREA OF THE TRENCH OPENING.
MINIMUM DIMENSIONS SHOWN SHALL BE
ADHERED TO.
ITEM DESCRIPTION SPEC/DWG
POLYETHYLENE WRAP.
CONCRETE THRUST BLOCK (560-C-3250 CONCRETE).19
NO. 4 BAR 9 ON CENTER EACH WAY.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
THRUST ANCHOR FOR WATER MAIN
REDUCER - A THRU 16 INCH.
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.WI8
•S
o>
b
aco
o_o
CD
~COS
o
o
oo>QD
NOTES:
8 10 12
Pipe Diometer in Inches
14 16
1. BASED ON 225 PSI TEST PRESSURE AND BEARING VALUES OF DRY SOILS.
2. VALUES FROM CURVES ARE FOR TEES AND DEADENDS, I.E. ; STRAIGHT LINE THRUST.
FOR 90* BEND: 1.4 VALUE FROM CURVE.
FOR 45* BEND: 0.8 VALUE FROM CURVE
FOR 22 1/r BEND: 0.4 VALUE FROM CURVE.
PFOR CONDITIONS NO'BY CURVES. SPECIAL THRUST WALLS, THRUST BLOCKS AND
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
THRUST BLOCK BEARING AREAS CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.WI9
NOTES:
1. THERE SHALL BONNECTION NO FITTINGSOR CONNECTIONS BETVIEEN THE METER
AND BACKFLOW ASSEMBLY.
2. CONSTRUCWAT "' '
PRL
4:1SH wv
ANCAND BACK
3. DO NOT INSTALL IN AREAUBJECT TO FLOODING.12 MIN.
36" MAX
PRIVATE CONSUMERS RESPONSIBILITY
URSUANT TO MUNICIPAL CODEI1-SEC.5 & TITLE 17 OF THEITRAT1VE CODE.
ITEM DESCRIPTION SPEC/DWG
METER AND VALVE ( BY DISTRICT ).
TYPE K HARD OR TYPE L HARD COPPER OR BRASS RISER.
COPPER OR BRASS 90' ELBOW { SOLDER JOINTS OR THREADED FITTINGS )
4 COPPER OR BRASS NIPPLE.
BRASS UNION.
APPROVED BACKFLOW PREVENTER ASSEMBLY.
8
CONCRETE THRUST BLOCK
METER BOX ( BY DISTRICT ).
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
2 INCH AND UNDER
BACKFLOW INSTALLATION
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W20
REDUCED PRESSURE ZONE
H---METE*
-UP r-Lr
_8" MIN.(TYP.)
JlT__CFI_N._GR.
CONSUMERS RESPONSIBILITY
TO BE INSTALLED PURSUANT TO MBOOK 14.08.010.4001-SEC. 5 & TITLECALIFORNIA ADtflNISTRRATM CODE.
INSTALLED PURSUANT TO MUNICIPAL CODE08.010.4001-SEC. 5 & TITLE 17 OF THE
ITEM DESCRIPTION SPEC/DWG
APPROVED CHECK VALVE AND BACKFLOW PREVENTER (RP) ASSEMBLY.
FL 90* BEND (SIZE X TYPE) PER PLAN.
4 INCH THICK CONCRETE PAD (2000 PSD.
METER BOX (BY DISTRICT).
FL 10 GA CML&C C-150 STEEL SPOOL WITH S.O.W.O. FLANGE.
VALVE Ah
)CKING (3250 PSI). 560-C-3250
METER (BY DISTRICT).
POLYETHYLENE WRAP
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
3 INCH AND ABOVE
BACKFLOW INSTALLATION
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W2I
GATE VALVE 1 CHECK VALVE 1
CHECK VALVE 2
PUBLIC PRIVATE ^
IGATE VALVE 2
BY PASS METER W/ DOUBLE CHECK VALVE
BY PASS
_8" MIN.(TYP.)
CONSUMERS RESPONSIBILITY
THIS DRAWING SHOWS MINIMUM REQUIREMENTS
BY CMWD FOR THE DDCV ASSEMBLY. MODIFICATIONS
MAY BE REQUIRED FOR FIRE MARSHAL'S APPROVAL
ITEM DESCRIPTION SPEC/DWG
APPROVED DOUBLE CHECK VALVE AND DETECTOR ASSEMBLY.
FL 90* BEND OR TEE WITH HOSE FITTINGS
2A DEPENDING ON THE PIPELINE MATERIAL SHOWN ON PLANS. 90' BEND
CAN BE LXPO OR FLXMI
4 INCH THICK CONCRETE PAD (2000 PSI).
FL 10 GA CML&C C-150 STEEL SPOOL WITH S.O.W.O. FLANGE.
THRUST BLOCKING (3250 PSI). 560-C-5250
POLYETHYLENE WRAP
6 MINIMUM DIAMETER - REDUCE DIAMETER IN RISER. ABOVE FINISH
GRADE WHEN NECESSARY.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
ABOVE GROUND DOUBLE
CHECK VALVE DETECTOR ASSEMBLY
CITY ENGINEER
STANDARD DWG. NO.W22
1/4" BEVEL
CD
I
"CNJ
DOMESTIC WATER
*18 IF VALVE
SET AT FINISH
GRADE.
RECLAIMED WATER
NOTES:
1. ENTIRE MARKER POST SHALL
BE PAINTED PRIOR TO INSTALLATION.
FOR DOMESTIC WATER SYSTEM
PAINT 2 COATS OF WHITE EXTERIOR
ENAMEL OVER A PRIME COAT. WITH
2 STENCILLED BLACK LETTERS
PAINTED VERTICALLY. STATING
*WATERy ON EACH P&ST FACE.
FOR RECLAIMED WATER SYSTEM
>AINT 2 COATS OF PURPLE EXTERIOR
INAMEL OVER A PRIME COAT. WITH
* STENCILLED BLACK LETTERS
2. EXTENSION STEM SHALL BE
REQUIRED, WHEN OPERATINGNUT IS 5 OR MORE BELOW
TOP OF VALVE COVER.
PAINTED VERTICALLY, STATING"RECLAIMED ON EACH POST FFACE.
IITEM DESCRIPTION SPEC/DWG
4X4^REDWOOD OR PRESSURE TREATED DOUGLAS FIR (S4S)T
VALVE BOX ASSEMBLY.
DISC GUIDE WELDED TO EXTENSION STEM.
NON-RISING EXTENSION STEM W/ SQUARE WRENCH NUT. (COUPLE PER MANU. SPECSJ
GATE VALVE.
POLYETHYLEN E WRAP.
JX3NCR]AN CHQR COLLAR IF LOCATED IN UNPAVED SURFA(
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
EXTENSION STEM AND
MARKER POST
CITY ENGINEER
STANDARD DWG. NO.W23
o
CDI
CD
121
DIA.
FINISHED
GRADE.
NOTE:
PIPE SHALL BE PAINTED
IN CONFORMANCE WITH
DISTRICT SPECIFICATIONS.
ITEM DESCRIPTION SPEC/DWG
4 STEEL PIPE. GALVANIZED / PAINTED
470-C-2000 CONCRETE FOOTING.
FILL PIPE WITH 470-C-2000 CONCRETE ( ROUND OFF TOP ).
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
PROTECTION POST CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.
ZINC ANODE
ANODE LEAD
ABOVE GRADE
CONNECTION
ABOVE GRADE CONNECTION NOTES:
1. RISER PIPE SHALL BE WIRE BRUSHED
TO CLEAN BRIGHT METAL
2. PIPE CLAMP SHALL BE LOCATED ON
RISER PIPE.
3. WIRE INSULATION SHALL BE STRIPPED
TO A MINIMUM LENGTH TO CONNECT
WIRE TO PIPE CLAMP.
PACKAGED BACKFILL COMPOSITION:
75% GYPSUM
20% BENTONITE5% SODIUM SULFATE
INGOT WEIGHT: 30 LBS.
PKGD. WEIGHT: 70 LBS. APPROX.
ITEM DESCRIPTION SPEC/DWG
ANODE LEAD N0.12 AWG STRD. COPPER WIRE W/ THW INSULATION.
HEAT SHRINKABLE SLEEVE.
SILVER SOLDER CONNECTION.
_DIAMETER GALVANIZED STEEL CORE.B\^^^n^ ^ik^^^^j^^^^^^^^^^^k^^T^^^^^^^™^^^^^^^™^^^^^2"X2"X3<r ZINC ALLOY INGOT.
6 CLOTH BAG.
PACKAGED BACKFILL.
8 BRASS OR COPPER RISER PIPE.
BRASS OR COPPER PIPE CLAMP WITH SCREW TERMINAL.
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
ZINC ANODE AND CONNECTORS
FOR I" AND 2" WATER SERVICE
CITY ENGINEER
STANDARD DWG. NO.W25
WIRING AND INSTALLATION
SEE DWG. NO. W28 GREEN AREA
EXOTHERMIC
WELD (TYP) SEE
DWG. NO. W27-
SIDEWALK
12"
CML&TC STEEL
REC WATER —
TO REMAINING
ANODE
(SEE NOTE 1)
1-NO. 12 WHITE
THWN ANODE LEAD -
2-NO. 8 BLACK
HMWPE PIPE LEADS
MAGNESIUM ANODE
SEE DWG. NO. W29.
(2 REQRD)
SEE NOTE 1
6' MIN (SEE NOTE 2)
WARNING
TAPE
NOTES:
1.1 ANODE SHOWN, 2 ARE REQUIRED. ANODES TO BE
INSTALLED PARALLEL TO THE PIPE, 15 FEET
APART IN AUGERED HOLES 12' DEEP. ANODE LEADS TO
BE TRENCHED TO CTS AT A DEPTH OF 36".
2. INSTALL ANODES AT A 6' MINIMUM DISTANCE FROM PIPE.
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
AT GRADE 2-WIRE TEST STATION
WITH ANODES
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W26I
HANDLE
PIPE
SLEEVE
GRAPHITE COVER
STARTING POWDER
METAL WELDING POWDER
METAL DISC
GRAPHITE MOLD
WIRE
i i gzzzi q
S7FP 7. FILE STRUCTURE CONNECTION AREA (3 IN x 3 IN)
TO BARE SHINY METAL AND CLEAN.
STEP 2. STRIP INSULATION FROM WIRE. ATTACH SLEEVE
WHERE REQUIRED BY MANUFACTURER.
STEP J. HOLD MOLD FIRMLY WITH OPENING AWAY FROM
OPERATOR AND IGNITE WITH FLINT GUN.
STEP 4. REMOVE SLAG FROM CONNECTION AND PEEN
WELD FOR SOUNDNESS.
STEP 5. COVER CONNECTION AND EXPOSED STRUCTURE
SURFACE WITH A BITUMINOUS COATING COMPOUND.
PLACE PLASTIC SHIELD CAP FIRMLY OVER
CONNECTION.
NOTES:
1. ALL WIRE WELDS SHALL BE MINIMUM 3 INCHES APART.
2. STANDARD WELD CARTRIDGES SHALL BE USED FOR STEEL SURFACES,
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
EXOTHERMIC WELD PROCESS CITY ENGINEER
STANDARD DWG. NO.W27
CONCRETE
TEST BOX, SEE
DWG. NO. W30
BRASS
SPLITBOLT (TYP)
CONCRETE
PAVEMENT OR
PAD 24" SO
X 4" THICK IN
UNPAVED AREAS
ONLY-
,' 111=111=111=111=
NO. 4 REBAR
(ALL FOUR SIDES
OF PAD ONLY)
0.01 OHM
SHUNT
18" SLACK WIRE
(TYP)
A VERY
LABEL
NATIVE
SOIL
TO CML&TC
STEEL REC
WATER LINE
TO ANODES
WIRE I.D. LEGEND
SIZE
2 - NO 8 HMWPE
LABEL IDENTIFICATION
STL/CML&TC RW
NOTES:
1. NO WIRE OR CABLE SPLICES ARE PERMITTED EXCEPT AS
INDICATED IN THE DRAWINGS OR AS SPECIFICALLY APPROVED
BY THE ENGINEER.
2. WIRES SHALL BE TAGGED USING MINIMUM 10 PT. FONT AND CONTAIN:
PIPELINE MATERIAL & SIZE
DATE INSTALLED
PIPELINE STATION NO.
3. PROVIDE 18' SLACK WIRE AT WELD TO PIPE AND COILED
IN TEST BOX. NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
2-WIRE TEST STATION WITH ANODES
WIRING DIAGRAM
CITY ENGINEER
STANDARD DWG. NO.W28
ANODE LEAD
THWN (WHITE)
NO. 12 AWG
STRANDED
COPPER WIRE
SILVER SOLDERED
CONNECTION
MAGNESIUM ALLOY
INGOT
GALVANIZED
STEEL CORE
CLOTH BAG
PACKAGED BACKFILL
COMPOSITION:
75% GYPSUM
20% BENTONITE
5% SODIUM SULPHATE
MAGNESIUM INGOT
DIMENSIONS:
5" X 6" X 32" LONG
INGOT WEIGHT: 48 LBS.
PKGD WEIGHT: 105 LBS.
(APPROX.)
CHEMICAL COMPOSITION
(HIGH POTENTIAL)
ELEMENT CONTENT %
Aluminum
Manganese
Copper
Nickle
Iron
Other
Magnesium
0.010
0.50 TO 1.30
0.02 MAX
0.001 MAX
0.03 MAX
0.05 MAX
BALANCE
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
MAGNESIUM ANODE CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W29
CAST IRON COVER
MARKED AS SHOWN
CONCRETE BODY
COVER WEIGHT: 12 LBS.
BODY WEIGHT: 54 LBS.
NOTES:
1. ALL AT GRADE TEST STATIONS SHALL BE THE CIRCULAR,
CONCRETE, AT-GRADE TYPE WITH A METAL LID.
A. BOTTOM OF TEST BOX SHALL BE NATIVE SOIL
B. A REINFORCED CONCRETE PAD (24' SQUARE X 4" THICK)
IS REQUIRED AROUND TEST BOXES LOCATED IN UNPAVED
AREAS.
C. PLACE TEST BOX BEHIND SIDEWALK WITH APPROVAL OF
CITY OF CARLSBAD. DO NOT PLACE IN STREET OR MEDIAN.
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
CONCRETE TEST BOX CITY ENGINEER
6-06
DATE
STANDARD DWG. NO.W30
INSULATING MATERIALS:
GASKET ~ TYPE "E" G10 GLASS
W/RECT. O-RING
SLEEVE -G10 GLASS
WASHER-GW GLASS
STEEL WASHER & NUT
(BOTH SIDES)(2 PLS)
INSULATING WASHER
(BOTH SIDES)
EXTERNAL PETROLATUM
WAX TAPE WRAP SEE
SPECIFIC A TIONS
INSULATING SLEEVE
(FULL LENGTH) -
INSULATING GASKET
(TYPE E)
SEE NOTE 1
THREADED
STUD (2 PLS)
EXOTHERMIC WELD
PROCESS. (TYP) SEE
DWG. NO. W27
CML&TC/STEEL
REC. WATER
CML&C/STEEL
REC. WATER
NOTES:
1. FULL LENGTH INSULATING SLEEVES REQUIRED AT ALL THRU-FLANGE
BOLTS OR STUDS. HALF LENGTH SLEEVES REQUIRED AT THREADED
BOLT HOLES AT VALVE BONNET AND BASE.
2. INSTALL TEST BOX BEHIND CURB SIMILAR TO DETAIL 1
ON THIS SHEET.
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
BURIED INSULATING FLANGE CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W3I
FLEXIBLE COUPLING
2-BOND WIRES-AWG NO. 2
STRD. COPPER WIRE (TYP)
WITH HMWPE INSUL
EXOTHERMIC
(TYP) SEE DWG. NO. W27
1-NO 6 AWG HMWPE
(TYP) SEE NOTE 4
BEND SPOOL
TEE VALVE
NOTES:
1. ALL WIRE WELDS SHALL BE 3" APART MIN.
2. ALL BOND WIRES SHALL BE INSTALLED AT MINIMUM LENGTHS.
3. BOND WIRES SHALL NOT BE INSTALLED ACCROSS INSULATING JOINTS.
4. BOND WIRE SIZE SHALL BE AWG NO 2. TWO ARE REQUIRED.
ONE NO. 6 AWG HMWPE IS REQUIRED FROM PIPE TO VALVE BODY,
SPOOL, COUPLING, AND TEE.
NO SCALE
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
MECHANICAL JOINT BOND CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W32
FINISH GRADE
NOTES:
1. NO DIPS OR LOW SPOTS WILL BE ALLOWED IN PIPING INSTALLATION
2. LXATE ENCLOSURE AS SHOWN ON
3. INSTALL WARNING/IDENTIFICATION TAPESHOWN ON4. BREAK-AWAY BOLTS SHALL BE 5/8x3" WITH 3/8
HOLE DRILLED IN THE SHAFT OF THE BOLT. INSTALL WITH NUTS ON TOP OFTHE FLANGE. BOLTS SHAFT SHALL BE RUED WITH SIUCONE SEALANT.5. AIR AND VACUM VALVES INSTALLED FOR THE USE OF RECYCLED WATER SHALL BE
IDENTIFIED AS DESCRIBED IN SECTION 15151 OF THE SPECIFICATIONS6. CONNECTIONS TO STEEL MAINS SHALL BE IN ACCORDANCE WITH SECTION 15061
7. MATERIALS SHALL BE SELECTED FROM THE APPROVED MATERIALS LIST
—i 11—11 i—i i r
ITEM"DESCRIPTION ITEM
4" AUTOMATIC COMBINATION AIR
RELEASE & AIR AACUUM VALVE ASSEMBLY
10 CONCRETE THRUST/ANCHOR BLOCK
11
BREAK-AWAY BOLTS. SEE NOTE 5
4 FLO Dl PIPE x REQUIRED
LENGTH (MAXIMUM OF 2 SPOOLS)
4"x8" LONG
8-BOLT SPOOL WITH BREAK-OFF GROOVES
12.4" FLG x MJ/PO 90' BEND
13 4" C-900 PVC PIPE
1/2"x3" STAINLESS STEEL
DROP-IN ANCHORS (3 EA O120' APART)
14 8" GATE WELL
15 4" FLG x MJ/PO/FLG RWCV
VALVE ENCLOSURE 16
TRACER WIRE (IF REQUIRED)
4" FLG x MJ/PO 90' ADAPTER
(IF REQUIRED)
42"x42"x6" THICK CONCRETE SLAB 17 4" FLANGE 90' BEND
18 4" MJ/PO/FLG x FLG TEE
8 COLD JOINT STRIP 19 WATER MAIN
1" PVC CONDUIT FOR TRACER WIRE
INSTALLED 2" ABOVE SLAB
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
4' AUTOMATIC COMBINATION AIR RELEASE
a AIR/VACUUM VALVE INSTALLATIONS
CITY ENGINEER
STANDARD DWG. NO.W33
14012* OC EA FACE-
2 f» EACH
SIDE OF PIPE
ANCHOR BLOCK SECTION
16012* OC EA FACE
EACH FACESIDE OF PIPE2 *6 EACH FACE ftEACH ANCHOR BLOCK ELEVATION
10' MIN.TYP SLOPE SECTION PIPE
SIZE
4"
6"
8"
10"
12"
A
ALL
B C D
DIMENSIONS
CALCULATED
BY ENGINEER
AND SUBMITTED
FOR APPROVAL
DIP SECTION
ITEM DESCRIPTION SPEC/DWG
STEEL PIPE. CML&C, WELDED JOINTS
FLANGE X PUSH JOINT ADAPTOR
CONCRETE ANCHOR BLOCK WITH REINFORCING STEEL
1" THICK X 3" HIGH WELD STL RING
REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT
WELDED STEEL PIPE SECTION WITH THRUST
WALLS FOR SLOPES AND DIPS
CITY ENGINEER
6-04
DATE
STANDARD DWG. NO.W34
APPENDIX B
Geotechnlcal and Environmental Sciences Consultants
GEOTECHNICAL EVALUATION
EL CAMINO REAL WATER
SYSTEM PROJECT
CARLSBAD, CALIFORNIA
PREPARED FOR:
Daniel Boyle Engineering
5650 El Camino Real, Suite 155
Carlsbad, California 92008
PREPARED BY:
Ninyo & Moore
Geotechmcal and Environmental Sciences Consultants
5710RuffinRoad
San Diego, California 92123
April 24,2006
Project No. 105761001
57IORuffinf?oad • San Diego. California 92123 • Phone (858J 576-1000 • Fax (858) 576-9600
San Diego • Irvine • Ontario • Los/\ngeles • Oakland • Las Vegas • Salt Lake City • Phoenix
Geotechnica/ and Environmental Sciences Consultana
April 24,2006
Project No. 105761001
Mr. Dan Smith
Daniel Boyle Engineering
5650 El Camino Real, Suite 155
Carlsbad, California 92008
Subject: Geotechnical Evaluation
El Camino Real Water System Project
Carlsbad, California
Dear Mr. Smith:
In accordance with your authorization, we have performed a geotechnical evaluation for the pro-
posed El Camino Real Water System project in Carlsbad, California. This report presents our
geotechnical findings, conclusions, and recommendations regarding the proposed project.
We appreciate the opportunity to be of service. Please contact our project engineer (Dr. Qiu) with
questions.
Respectfully submitted,
NINYO & MOORE
Tong Qiu, Ph.
Project Engineer
Erik Olsen, GE.
Chief Geotechnical Engineer
TQ/JG/EO/gg
Distribution: (4) Addressee
fy
.athan Goodmacher, C.E.G
icipal Geologist
57IORuffinRoad • San Diego, California 92123 • Phone (858J 576-1000 • Fax (858} 576-9600
San Diego • Irvine • Ontario • Los/\ngetes • Oakland • Las Vegas • Salt Lake City • Phoenix
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
TABLE OF CONTENTS
Page
1. INTRODUCTION 1
2. SCOPE OF SERVICES 1
3. PROJECT DESCRIPTION 1
4. SITE DESCRIPTION 2
5. FIELD EXPLORATION AND LABORATORY TESTING 2
6. GEOLOGY AND SUBSURFACE CONDITIONS 3
6.1. Regional Geologic Setting 3
6.2. Site Geology 3
6.2.1. Alluvium 4
6.2.2. Terrace Deposits 4
6.2.3. Santiago Formation 4
6.3. Groundwater 4
7. GEOLOGIC HAZARDS 5
7.1. Faulting and Seismicity 5
7.1.1. Strong Ground Motion 5
7.1.2. Ground Surface Rupture 6
7.2. Liquefaction 6
7.3. Landsliding 6
8. CONCLUSIONS 6
9. RECOMMENDATIONS 7
9.1. Earthwork 7
9.1.1. Site Preparation 7
9.1.2. Excavation Characteristics 7
9.1.3. Materials for Fill 8
9.1.4. Compacted Fill 8
9.1.5. Temporary Slope Stability 9
9.1.6. Drainage 11
9.2. Pipe Bedding and Modulus of Soil Reaction (E1) 11
9.3. CBC Seismic Design Parameters 12
9.4. Jack-and-Bore 13
9.5. Foundations 13
9.5.1. Shallow Foundations 13
9.5.2. Mat Foundations 14
9.5.3. Foundation Lateral Resistance 14
9.5.4. Static Settlement 15
9.6. Thrust Blocks 15
9.7. Corrosion 15
9.8. Construction Dewatering 16
105761001 R B CiminoReil Joe
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
9.9. Pre-Construction Conference 16
9.10. Construction Observation 16
10. LIMITATIONS 17
11. SELECTED REFERENCES 19
Tables
Table 1 - Pipe Bedding/Backfill Gradation Limits 12
Table 2 - CBC Seismic Design Parameters 12
Figures
Figure 1 - Site Location Map
Figures 2 through 4 - Boring Location Maps
Figure 5 - Fault Location Map
Figure 6 - Lateral Earth Pressures for Braced Excavation (Granular Soil)
Figure 7 - Thrust Block Lateral Earth Pressure Diagram
Appendices
Appendix A - Boring Logs
Appendix B - Laboratory Testing
Appendix C — Typical Earthwork Guidelines
105761001 K B Canine Rw! .doc
El Camino Real Water System Project February 21,2005
Carlsbad, California Project No. 105761001
1. INTRODUCTION
In accordance with your request, we have performed a geotechnical evaluation for the design of
the proposed El Camino Real Water System project in Carlsbad, California (see Figure 1). This
report presents the results of our field exploration and laboratory testing, our conclusions regard-
ing the geotechnical conditions at the subject site, and our recommendations for the design and
earthwork construction of this project.
2. SCOPE OF SERVICES
The scope of services for this study included the following:
• Reviewing readily available published and in-house geotechnical literature, stereoscopic ae-
rial photographs, and topographic, geologic, and fault maps.
• Performing a field reconnaissance to observe site conditions and to locate and mark pro-
posed exploratory excavations.
• Obtaining encroachment and traffic control permits from the City of Carlsbad.
• Coordinating and mobilizing for the subsurface exploration. Underground Service Alert
(USA) was notified to mark underground utilities at the proposed boring locations.
• Coordinating traffic control services performed by an outside contractor
• Performing a subsurface evaluation consisting of the excavating, logging, and sampling of
five exploratory borings with a truck mounted hollow-stem auger drill rig. Relatively undis-
turbed and bulk samples were obtained at selected intervals from the borings.
• Obtaining a boring permit from County of San Diego Department of Environmental Health
(DEH).
• Performing geotechnical laboratory testing on selected samples.
• Preparing this report presenting our findings, conclusions, and recommendations regarding
the geotechnical design and construction aspects of the project.
3. PROJECT DESCRIPTION
We understand the project involves five separate capital improvements to the Carlsbad Municipal
Water District (CMWD), a subsidiary district of the City of Carlsbad. The project improvements
103649001 RWnkfa»lo.Avt<Joc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
include approximately 4,300 linear feet (LF) of new 12-inch PVC pipeline, 2,200 LF of new
10-inch PVC pipeline, and replacement of an existing pressure reducing station.
The new pipeline will consist of four sections. A 12-inch, approximately 4,000 foot long section
of pipeline will be located within Jackspar Drive beginning at Longfellow Road proceeding
north to El Camino Real, then east within El Camino Real to College Boulevard, then north
within College Boulevard to Badger Lane. A 12-inch, approximately 300 foot long section of
pipeline will be located within the El Camino Real and Kelly Drive intersection. Anew 10-inch,
approximately 200 foot long section of pipeline will cross El Camino Real at Carlsbad Vil-
lage Drive. A 10-inch, approximately 2,000 foot long section of pipeline will be located within
El Camino Real from Lisa Street west to Kelly Drive. A new pressure reducing station will be
constructed at the southeast comer of El Camino Real and Carlsbad Village Drive to replace the
existing one.
We anticipate the proposed pipeline will be constructed at depths on average of 5 feet. Details of
the pressure reducing station construction are not known, however foundation loads are expected
to be typical of such a relatively light structure.
4. SITE DESCRIPTION
The subject project site is located in Carlsbad, California. The proposed pipeline alignments are
along existing asphalt-concrete paved roads. The site for the proposed pressure reducing station
is undeveloped. The elevation of the project areas ranges from approximately 60 feet to 135 feet
above Mean Sea Level (MSL).
5. FIELD EXPLORATION AND LABORATORY TESTING
Our subsurface exploration was conducted on February 9 and 10, 2006, and consisted of drilling,
logging, and sampling of five small-diameter exploratory borings. The borings were drilled to
depths of up to approximately 16.5 feet below the existing ground surface, with a truck-mounted,
hollow-stem auger drill rig. Drive and bulk soil samples were obtained from the borings. The
105761001 R B CMnioo Hal .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
samples were then transported to our geotechnical laboratory for testing. The excavations were
backfilled with bentonite grout in general accordance with current county standards. The ap-
proximate locations of the exploratory borings are shown on Figures 2 to 4. Logs of the borings
are included in Appendix A.
Laboratory testing of representative soil samples included in-situ moisture content and dry den-
sity, gradation analysis, Atterberg limits, shear strength, and corrosivity. The results of the in-situ
moisture content and dry density tests are shown at the corresponding sample depth on the bor-
ing logs in Appendix A. The results of the other laboratory tests performed are presented in
Appendix B.
6. GEOLOGY AND SUBSURFACE CONDITIONS
Our findings regarding regional and site geology and groundwater conditions at the subject site
are provided in the following sections.
6.1. Regional Geologic Setting
The project area is situated in the San Diego County coastal section of the Peninsular Ranges
Geomorphic Province. This geomorphic province encompasses an area that extends approxi-
mately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern
tip of Baja California (Morris and Webb, 1990). The province varies in width from approxi-
mately 30 to 100 miles. In general, the province consists of rugged mountains underlain by
Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of the south-
ern California batholith. The portion of the province in San Diego County that includes the
project area consists generally of materials of Tertiary-age Santiago Formation.
6.2. Site Geology
Geologic units encountered during our field reconnaissance and subsurface evaluation in-
cluded alluvium, terrace deposits, and materials of the Santiago Formation. Generalized
descriptions of the earth units encountered during our field reconnaissance and subsurface ex-
105761001 KEICmtnolUil .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
ploration are provided in the subsequent sections. More detailed descriptions are provided on the
boring logs in Appendix A.
6.2.1. Alluvium
Alluvium is mapped in the project areas and was encountered in exploratory borings
B-l, B-2, and B-4 from the bottom of pavement to total depth explored. As encountered,
the materials generally consisted of brown to light brown, damp to moist, loose to me-
dium dense, silty to clayey sand or firm to very stiff, sandy silty clay.
6.2.2. Terrace Deposits
Terrace deposits are mapped in the project areas and were encountered in exploratory bor-
ings B-3 and B-5 from the bottom of pavement to total depth explored and a depth of
approximately 8 feet, respectively. As encountered, the materials generally consisted of
light brown to brown, damp, dense to very dense, silty clayey fine sand and clayed sand.
6.2.3. Santiago Formation
Materials of the Santiago Formation are mapped in the project areas and were encoun-
tered in exploratory boring B-5 underlying the terrace deposits to the total depth
explored. As encountered, the materials generally consisted of white and olive, damp to
moist, medium dense, clayey sandstone.
6.3. Groundwater
Groundwater was encountered in boring B-4 at a depth of approximately 7 feet below the
ground surface. Groundwater was not encountered at the time of our explorations in the
other borings (which were backfilled immediately upon completion). However, it should
be noted that groundwater levels may fluctuate due to seasonal variations, irrigation, and
other factors.
103761001 RBCBnmoRMl.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
7. GEOLOGIC HAZARDS
In general, hazards associated with seismic activity include strong ground motion, ground sur-
face rupture, and liquefaction. These considerations and other geologic hazards such as
landsliding are discussed in the following sections.
7.1. Faulting and Seismicity
The project area is considered to be seismically active. Based on our review of the refer-
enced geologic maps and stereoscopic aerial photographs, as well as on our geologic field
reconnaissance, the subject site is not underlain by known active or potentially active faults
(i.e., faults that exhibit evidence of ground displacement in the last 11,000 years and
2,000,000 years, respectively). Major known active faults in the region consist generally of
en-echelon, northwest-striking, right-lateral, strike-slip faults. These include the Rose Can-
yon, San Clemente, Agua Blanca-Coronado Bank, located west of the site, and the
Whittier-Elsinore, San Jacinto, and San Andreas faults, located east of the site. The locations
of these faults are shown on Figure 5.
The closest known active fault is the Rose Canyon Fault, which can generate an earthquake
magnitude of up to 6.9 (California Geological Survey [COS], 1998). It is located approxi-
mately 6 miles west of the project site.
7.1.1. Strong Ground Motion
Based on a Probabilistic Seismic Hazard Assessment for California, issued by the
United States Geological Survey/California Geological Survey (2003), the project is lo-
cated in a zone where the horizontal peak ground acceleration having a 10 percent
probability of exceedance in 50 years is 0.33g (33 percent of the acceleration of grav-
ity). The requirements of the governing jurisdictions and the 2001 California Building
Code (CBC) should be considered in the project design.
105761001 R El Cmmo Red .doe
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
7.1.2. Ground Surface Rupture
Based on our review of the referenced literature and our site reconnaissance, no active
faults are known to cross the project site. Therefore, the potential for ground rupture due
to faulting at the site is considered very low. However, lurching or cracking of the
ground surface as a result of nearby seismic events is possible.
7.2. Liquefaction
Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earth-
quakes. Research and historical data indicate that loose granular soils and non-plastic silts
that are saturated by a relatively shallow groundwater table are susceptible to liquefaction.
Based on the loose granular alluvial materials encountered during our subsurface evaluation and
groundwater expected in drainage crossings, it is our opinion that liquefaction and dynamic set-
tlement of up to approximately 1 inch is possible in the event of a major local earthquake. It is
our opinion that this settlement is unlikely to damage the proposed PVC pipeline.
7.3. Landsliding
Based on our review of published geologic literature and aerial photographs, and our geo-
logic reconnaissance, no landslides or related features are been identified as underlying the
proposed pipeline alignment However, landslides have been mapped hi the vicinity of
Carlsbad Village Drive and El Camino Real (CGS, 1995).
8. CONCLUSIONS
It is our opinion that there are no known geotechnical constraints that would preclude construc-
tion of the planned project development provided consideration is given to the recommendations
presented in this report and appropriate construction practices are followed. Geotechnical con-
siderations include the following:
• Due to the potential for liquefaction at drainage crossings, dynamic settlement up to ap-
proximately 1 inch may occur in the event of a major local earthquake. The settlement is
unlikely to damage the proposed PVC pipeline.
103761001 R B Cmino Rol .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
• Shallow groundwater was encountered in our subsurface exploration, and may be present
elsewhere along the alignment. Due to the anticipated depth of groundwater and the pro-
posed pipeline depth, construction dewatering should be anticipated.
• No active faults, landslides, or other geologic hazards are known or reported to be underly-
ing the proposed pipeline alignment.
9. RECOMMENDATIONS
Based on our understanding of the project, the following recommendations are provided for the
design and construction of the proposed project.
9.1. Earthwork
In general, earthwork should be performed in accordance with the recommendations pre-
sented in this report. Ninyo& Moore should be contacted for questions regarding the
recommendations or guidelines presented herein. In addition, Typical Earthwork Guidelines
for the project are included as Appendix C. In the event of a conflict in recommendations, the
recommendations presented in the text of this report supersede those in Appendix C.
9.1.1. Site Preparation
The project site should be cleared and grubbed prior to grading. Clearing and grabbing
should consist of the removal of pavements and other deleterious materials, such as
trash and debris, from the areas to be graded. Clearing and grubbing should extend to
the outside of the proposed excavation and fill areas. The debris generated during clear-
ing and grabbing should be removed from areas to be graded and disposed of off site at
a legal dumpsite.
9.1.2. Excavation Characteristics
The results of our subsurface exploration indicate that as presently proposed, the project
site is underlain primarily by alluvium, terrace deposits, and materials of the Santiago
Formation. Based on our subsurface exploration and experience with similar materials,
105761001 ft B Cmmo Red .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
the on-site soils should generally be excavatable by heavy-duty excavator and trackhoe
type earthmovrag equipment in good working condition.
9.1.3. Materials for Fill
On-site soils with an organic content of less than 3 percent by volume (or 1 percent by
weight) are suitable for use as fill. Fill material should not contain rocks or lumps over
6 inches in largest dimension, and not more than 40 percent larger than 3/4 inch. Utility
trench backfill material should not contain rocks or lumps over 3 inches in largest dimen-
sion. Soils classified as silts or clays should not be used for backfill material in the pipe
zone. Larger chunks, if generated during excavation, may be broken into acceptably sized
pieces or disposed of off site. Any imported fill material should be a low or very low ex-
pansion potential (CBC Expansion Index of 50 or less) granular soil with a plasticity
index of 12 or less. Import material should also have low corrosion potential (chloride
content less than 500 parts per million [ppm], soluble sulfate content of less man 0.1 per-
cent, and pH of 5.5 or more). Import material for bedding and the pipe zone should also
meet the gradations indicated in Section 9.2. Materials for use as fill should be evaluated
by Ninyo & Moore prior to filling or importing.
9.1.4. Compacted Fill
Prior to placement of compacted fill the contractor should request an evaluation of the
exposed ground surface by Ninyo & Moore. Unless otherwise recommended, the ex-
posed ground surface should then be scarified to a depth of approximately 8 inches and
watered or dried, as needed, to achieve generally consistent moisture contents at or near
the optimum moisture content. The scarified materials should then be compacted to
90 percent relative density in accordance with the latest American Society for Testing
and Materials (ASTM) Test Method D 1557. The evaluation of compaction by Ninyo &
Moore should not be considered to preclude any requirements for observation or ap-
proval by governing agencies. It is the contractor's responsibility to notify Ninyo &
Moore and the appropriate governing agency when project areas are ready for observa-
tion, and to provide reasonable time for that review.
105WOOI K a Omino Sal .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Fill materials should be moisture conditioned to near optimum moisture content prior to
placement. The optimum moisture content will vary with material type and other factors.
Moisture conditioning of fill soils should be generally consistent within the soil mass.
Prior to placement of additional compacted fill material following a delay in the grading
operations, the exposed surface of previously compacted fill should be prepared to re-
ceive fill. Preparation may include scarification, moisture conditioning, and
recompaction.
Compacted fill should be placed in horizontal Hits of approximately 8 inches in loose
thickness. Prior to compaction, each lift should be watered or dried as needed to achieve
near optimum moisture condition, mixed, and then compacted by mechanical methods,
using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate
compacting rollers, to a relative compaction of approximately 90 percent as evaluated
by ASTM D 1557. Successive lifts should be treated in a like manner until the desired
finished grades are achieved. In the trench zone defined as 1 foot or more above the top
of the pipe, subgrade, aggregate base, and asphalt concrete should be compacted to 95
percent relative compaction. The thicknesses of asphalt concrete and aggregate base
should be 6 inches and 20 inches, respectively, or match with the existing pavement sec-
tions, whichever are greater. Special case should be exercised to avoid damaging the
pipes during compaction of the backfill.
9.1.5. Temporary Slope Stability
We recommend that trenches and excavations be designed and constructed in accor-
dance with Occupational Health and Safety Administration (OSHA) regulations. These
regulations provide trench sloping and shoring design parameters for trenches up to
20 feet deep based on a description of the soil types encountered. Trenches over 20 feet
deep should be designed by the Contractor's engineer based on site-specific geotechni-
cal analyses. For planning purposes, we recommend that the following OSHA soil
classification be used:
IOJ7S1001 R B dmioo Red .doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Alluvium/Terrace Deposits Type C
Santiago Formation Type B
Upon making the excavations, the soil/rock classifications and excavation performance
should be evaluated in the field by Ninyo & Moore in accordance with OSHA regulations.
Temporary excavations should be constructed in accordance with OSHA recommenda-
tions. For trench or other excavations, OSHA requirements regarding personnel safety
should be met by laying back the slopes no steeper than 1.5:1 (horizontalrvertical) for
alluvium and terrace deposits, and 1:1 for materials of the Santiago Formation. Tempo-
rary excavations that encounter seepage may need shoring or may be stabilized by
placing sandbags or gravel along the base of the seepage zone. Excavations encounter-
ing seepage should be evaluated on a case-by-case basis. As an alternative to laying
back the side walls, the excavations may be shored or braced. Temporary earth retaining
systems will be subjected to lateral loads resulting from earth pressures. Shoring sys-
tems for excavations may be designed using the lateral earth pressure parameters
indicated on Figure 6.
The design of the earth pressure diagram assumes that spoils from the excavation or other
surcharge loads will not be placed above the excavation within a 1:1 plane extending up
and back from the excavation. If spoil piles are placed closer than mis to the braced exca-
vation, the resulting surcharge loads should be considered in the bracing design. We
recommend that an experienced structural engineer design the shoring systems. The shor-
ing parameters presented in mis report should be considered as guidelines.
As discussed in the Section 7.3, landslides have been mapped in the vicinity of Carlsbad
Village Drive and El Camino Real. Zones of weak, sheared earth materials may be pre-
sent within landslide deposits and may be problematic if exposed in open excavations.
Excavations should be evaluated by Ninyo & Moore to check if additional stabilization
measures are needed.
103761001 R H Cmrino Rol Joe 10
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
9.1.6. Drainage
Slope drainage should be diverted away from slopes and structures including temporary
slopes during construction and the proposed pressure reducing station to suitable dis-
charge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.).
Positive drainage adjacent to structures should be established and maintained.
Surface drainage on the site should be provided so that water is not permitted to pond. A
gradient of 2 percent or steeper should be maintained over wall backfill adjacent to the
pressure reducing station and drainage patterns should be established to divert and re-
move water from the site to appropriate outlets.
Care should be taken by the contractor during grading to preserve any berms, drainage
terraces, interceptor swales or other drainage devices on or adjacent to the property.
Drainage patterns established at the time of grading should be maintained for the life of
the project. The property operators should be made very clearly aware that altering
drainage patterns during construction of the pipeline and pressure reducing station
might be detrimental to adjacent slope stability and foundation performance.
9.2. Pipe Bedding and Modulus of Soil Reaction (E ^
It is our recommendation that the new pipeline (pipe), where constructed in open excava-
tions, be supported on 6 inches of granular bedding material. Granular pipe bedding should
be provided to distribute vertical loads around the pipe. Bedding material and compaction re-
quirements should be in accordance with this report, and the Carlsbad Municipal Water
District Standard Specifications. The trench excavation should provide 6 to 8 inches of lateral
clearance between the trench wall and the side of the pipe. Pipe bedding typically consists of
graded aggregate. The pipe bedding and pipe zone backfill should conform to the following
gradation limits:
105761001 K H Cmino Red .doc 11
El Camino Real Water System Project
Carlsbad, California
April 24,2006
Project No. 105761001
Table 1 - Pipe Bedding/Backfill Gradation Limits
Sieve Sizes
r
3/4"
No. 4
No. 30
No. 200
Percentage Passing Sieves
100%
90-100%
50-95%
25-45%
3-9%
Pipe bedding and pipe zone backfill should have a Sand Equivalent (SE) of 30 or more, and
be placed around the sides and top of the pipe. In addition, the pipe zone backfill should ex-
tend 1 foot above the top of the pipe.
The modulus of soil reaction (£*) is used to characterize the stiffness of soil backfill placed
at the sides of buried flexible pipes for the purpose of evaluating deflection caused by the
weight of the backfill over the pipe. A soil reaction modulus of 1,800 pounds per square
inch (psi) may be used for a 5- to 10-foot deep excavation backfilled with granular soil com-
pacted to 90 percent based on ASTM D 1557. A soil reaction modulus of 2,100 psi may be
used for trenches up to 15 feet deep.
9 J. CBC Seismic Design Parameters
According to the 2001 CBC, the proposed project alignments are in Seismic Zone 4 and are
within a Near Source Zone. Table 2 includes the seismic design parameters for the site as de-
fined in, and for use with, the 2001 edition of the CBC.
Table 2 - CBC Seismic Design Parameters
Parameter
Seismic Zone Factor, Z
Soil Profile Type
Seismic Coefficient, Ca
Seismic Coefficient, Q,
Near-Source Factor, Na
Near-Source Factor, Nv
Seismic Source Type
Value
0.40
sfl
0.44
0.64
1.0
1.0
B
2001 CBC Reference
Tablel6A-I
Table 16A-J
Table 16A-Q
Table 16A-R
Table 16A- S
Table 16A-T
Table 16A-U
IO57S1001 R B ammo Knl .doc 12
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
9.4. Jack-and-Bore
Design of shaft shapes, dimensions, and ground support systems for jack-and-bore excava-
tions will be at the contractor's option in order to be compatible with his construction
equipment and methods. Soldier piles with lagging or shored excavations may serve as a
suitable support system for rectangular shafts, while circular steel ribs in conjunction with
timber lagging or liner plates may be suitable for circular shafts.
Jacking reaction force is developed by the action of the jack-and-bore operation against the
surface of the opposite wall of the jacking pit. The jacking force is resisted by the bearing of
the wall. The allowable jacking force may be calculated using the lateral earth pressures
shown on Figure 7.
Caving of the pipe shaft may occur. For stability and safety purposes, and to reduce ground
movements, a full perimeter shaft support system should be installed as the excavation progresses.
9.5. Foundations
Details of the future construction on the site are unknown at this time. Based on our under-
standing that the proposed new pressure reducing station will be a relatively small,
prefabricated structure, we are providing the following preliminary foundation recommenda-
tions. Additional geotechnical evaluation studies may be needed once details of construction
are known.
9.5.1. Shallow Foundations
Continuous and/or spread footings should be founded in compacted fill or competent
native material. Footings founded as recommended may be designed using an allowable
bearing capacity of 2,500 pounds per square foot (psf). The allowable bearing pressures
may be increased by one-third when considering loading of short duration such as wind
or seismic forces. Recommendations for lateral resistance for footings are presented in
the following section.
10SHI001 RHCuronolUal .doc 13
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Foundations should have an embedment depth of 12 inches below the adjacent grade.
Continuous footings should be 12 inches wide. Spread foundations should be 24 inches
wide. Footings should be reinforced in accordance with the structural engineer's rec-
ommendations. From a geotechnical standpoint, we recommend that footings founded
in non-expansive granular materials be reinforced with four No. 4 or larger reinforcing
bars, two placed near the top and two near the bottom of the footings.
9.5.2. Mat Foundations
The proposed structures may be founded on a mat foundation supported on compacted fill
or competent native material, using an allowable bearing capacity of 2,500 pounds psf.
This allowable bearing capacity may be increased by one-third when considering loads of
a short duration such as wind or seismic forces. Thickness and reinforcement of the mat
foundation should be in accordance with the recommendations of a structural engineer.
Mat foundations typically experience some deflection due to loads placed on the mat
and the reaction of the soils underlying the mat A design coefficient of subgrade reac-
tion, Kvi, of 100 pounds per cubic inch (pci) may be used for evaluating such
deflections at the building site. This value is based on a unit square foot area and should
be adjusted for the planned mat size. The coefficient of subgrade reaction Kb for a mat
of a specific width, may be evaluated using the following equation:
where b is the width of the foundation.
9.5.3. Foundation Lateral Resistance
For resistance of foundations to lateral loads, we recommend an allowable passive pres-
sure exerted by an equivalent fluid weight of 300 pounds per cubic foot (pcf) be used
with a value of up to 3,000 psf. This value assumes that the ground is horizontal for a
distance of 10 feet or more, or three times the height generating the passive pressure,
whichever is more. We recommend that the upper 1 foot of soil not protected by pave-
ment or a concrete slab be neglected when calculating passive resistance.
1057(1001 * a Cimino Kal .doe 14
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
For fictional resistance to lateral loads, we recommend a coefficient of friction of 0.35
be used between soil and concrete. The allowable lateral resistance can be taken as the
sum of the factional resistance and passive resistance provided the passive resistance
does not exceed one-half of the total allowable resistance. The passive resistance values
may be increased by one-third when considering loads of short duration such as wind or
seismic forces.
9.5.4. Static Settlement
We estimate that the proposed structures, designed and constructed as recommended
herein, will undergo total settlements of less than approximately 1/2-inch. Differential
settlements are typically less than about one-half of the total settlement
9.6. Thrust Blocks
Thrust blocks should be designed for the support of pipelines in accordance with the pres-
sure diagram on Figure 7. Thrust block excavations should be backfilled with compacted
granular material.
9.7. Corrosion
Laboratory testing was performed on samples of the on-site soils to evaluate pH and electri-
cal resistivity, as well as chloride and sulfate contents. The pH and electrical resistivity tests
were performed in accordance with California Test 643 and the sulfate and chloride tests
were performed in accordance with California Tests 417 and 422, respectively. These labora-
tory test results are presented in Appendix B.
The results of the corrosivity testing indicated electrical resistivity values of the samples tested
of 2,350 and 5,630 ohm-cm. The soil pH values of the samples were 7.3 and 8.7. The test indi-
cated chloride contents of 25 and 50. The sulfate content of the samples was 0.01%. Based on
Caltrans criteria, the on-site soils would not be classified as corrosive, which is denned as soil
with more than 500 ppm chlorides, more than 0.2 percent sulfates, or a pH less than 5.5.
1057(51001 K B Cmno Rol Ax 15
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Concrete in contact with soil or water that contains high concentrations of soluble sulfates
can be subject to chemical deterioration. Laboratory testing indicated a sulfate content of the
sample tested of less man 0.1 percent, which is considered negligible for sulfate attack
(CBC, 2001). We recommend that 3 inches of concrete cover be provided over reinforcing
steel for cast-in-place structures in contact with the soil. Although the results of the sulfate
tests were not significantly high, due to the variability in the on-site soils along the pipeline
alignment, we recommend that Type V cement be used for concrete structures in contact
with soil. In addition, we recommend a water to cement ratio of no more than 0.45.
9.8. Construction Dewatering
As discussed, groundwater was encountered in boring B-4 during our subsurface explora-
tion. Accordingly, construction dewatering should be anticipated, particularly near Kelly
Drive and El Camino Real where ground elevation is relatively low. Groundwater levels can
fluctuate due to seasonal precipitation, irrigation, groundwater withdrawal or injection, and
other factors.
Discharge of water from excavations may require securing a National Pollution Discharge
Elimination System (NPDES) permit. Compliance with the permit requirements may require
testing and treatment of the water prior to discharge to storm drains.
9.9. Pre-Construction Conference
We recommend that a pre-construction conference be held. Owner representatives, the civil
engineer, Ninyo & Moore, and contractor should be in attendance to discuss the plans and
the project.
9.10. Construction Observation
The conclusions and recommendations presented in this report are based on analysis of ob-
served conditions encountered in our exploratory borings. If conditions are found to vary
from those described in this report, Ninyo & Moore should be notified, and additional rec-
105741001 R a CMirino Hal .doc 16
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
ommendations will be provided upon request. Ninyo & Moore should review the project
drawings and specifications prior to the commencement of construction. Ninyo & Moore
should perform the needed observation and testing services during construction operations.
The recommendations provided in this report are based on the assumption that Ninyo &
Moore will provide geotechnical observation and testing services during construction. In the
event that it is decided not to utilize the services of Ninyo & Moore during construction, we
request that the selected consultant provide the client with a letter (with a copy to Ninyo &
Moore) indicating that they fully understand Ninyo & Moore's recommendations, and that
they are in full agreement with the design parameters and recommendations contained in this
report. Construction of proposed improvements should be performed by qualified subcon-
tractors utilizing appropriate techniques and construction materials.
10. LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical
report have been conducted in general accordance with current practice and the standard of care
exercised by geotechnical consultants performing similar tasks in the project area. No warranty,
expressed or implied, is made regarding the conclusions, recommendations, and opinions pre-
sented in this report. There is no evaluation detailed enough to reveal every subsurface condition.
Variations may exist and conditions not observed or described in this report may be encountered
during construction. Uncertainties relative to subsurface conditions can be reduced through addi-
tional subsurface exploration. Additional subsurface evaluation will be performed upon request.
Please also note that our evaluation was limited to assessment of the geotechnical aspects of the
project, and did not include evaluation of structural issues, environmental concerns, or the pres-
ence of hazardous materials.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
should be contacted if the reader requires additional information or has questions regarding the
content, interpretations presented, or completeness of this document.
10576)001 R m CmiK Hal .doc 17
El Caxnino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
This report is intended for design purposes only. It does not provide sufficient data to prepare an
accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per-
form an independent evaluation of the subsurface conditions in the project areas. The independent
evaluations may include, but not be limited to, review of other geotechnical reports prepared for
the adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
Our conclusions, recommendations, and opinions are based on an analysis of the observed site
conditions. If geotechnical conditions different from those described in this report are encountered,
our office should be notified, and additional recommendations, if warranted, will be provided upon
request. It should be understood that die conditions of a site could change with time as a result of
natural processes or the activities of man at the subject site or nearby sites. In addition, changes to
the applicable laws, regulations, codes, and standards of practice may occur due to government ac-
tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which Ninyo & Moore has no control.
This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu-
sions, and/or recommendations of this report by parties other than the client is undertaken at said
parties' sole risk.
103761001 X B CffiibollMl .doc 18
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
11. SELECTED REFERENCES
California Building Standards Commission, 2001, California Building Code, Title 24, Part 2,
Volumes 1 and 2.
California Department of Conservation, Division of Mines and Geology, 1996, Geologic Maps
of the Encinitas and Rancho Santa Fe 7.5' Quadrangles: Scale 1:24,000.
California Geological Survey (CGS), 1995, Landslide Hazards in the Northern Part of the San
Diego Metropolitan Area, San Diego County, California: Open File Report 95-04.
California Geological Survey (CGS), 1996, Geologic Maps of the Northwestern Part of San
Diego County, California: Open File Report 96-02.
California Geological Survey (CGS), 1998, Maps of Known Active Fault Near-Source Zones in Cali-
fornia and Adjacent Portions of Nevada: International Conference of Building Officials.
County of San Diego, 1975, Orthotopographic Survey Map, Sheet 354-1683, Scale 1:2400.
County of San Diego, 1975, Orthotopographic Survey Map, Sheet 358-1677, Scale 1:2400.
County of San Diego, 1975, Orthotopographic Survey Map, Sheet 358-1671, Scale 1:2400.
County of San Diego, 1975, Orthotopographic Survey Map, Sheet 366-1671, Scale 1:2400.
Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas: California Division
of Mines and Geology (CDMG), California Geologic Data Map No. 6, scale 1:750,000.
Norris, R.M., and Webb, R.W., 1990, Geology of California: John Wiley & Sons, Inc.
United States Department of the Interior, Bureau of Reclamation, 1989, Earth Manual.
United States Geological Survey, 1968 (photo-revised 1975), San Luis Rey Quadrangle, Califor-
nia, San Diego County, 7.5-Minute Series (Topographic): Scale 1:24,000.
United States Geological Survey/California Geological Survey, 2003, Probabilistic Seismic Haz-
ards Assessment Model for California.
AERIAL PHOTOGRAPHS
Source Date Flight Numbers Scale
United States Department of
Agriculture 4-11-53 AXN-8M 102 & 103 1:20,000
105741001 R H Cnn(m R«l .doe 19
REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY.
APPROXIMATE SCALE IN FEET
SITE LOCATION MAP
EL CAMINO REAL WATER SYSTEM PROJECT
CARLSBAD, CALIFORNIA
\
X
APPROXIMATE SCALE
SE
30 60 MILES
AltarNonto and VMbb. IBM.
PROJECT NO.
105761001
DATE
4/06
FAULT LOCATION MAP FIGURE
EL CAMINO REAL WATER SYSTEM PROJECT
CARLSBAD. CALIFORNIA
GROUND SURFACE •
H
12 INCHES OR MORE
NOTES:
1. APPARENT LATERAL EARTH PRESSURE. P.
P. - 27H psf
2. CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P.
§ -120 psf
3. PASSIVE LATERAL EARTH PRESSURE, P_
Pp-300Dp«t
4. ASSUMES GROUNDWATER NOT PRESENT
5. SURCHARGES FROM EXCAVATED SOIL OR
CONSTRUCTION MATERIALS ARE NOT INCLUDED
6. H AND D ARE IN FEET
HOT TO SCALE
9a
PROJECT NO.
105761001
DATE
4/06
LATERAL EARTH PRESSURES FOR
BRACED EXCAVATION (GRANULAR SOIL)
FIGURE
EL CAMINO REAL WATER SYSTEM PROJECT
CARLSBAD, CALIFORNIA
GROUND SURFACE-
l\
l\\
THRUST
BLOCK
\
\
t * \
d (VARIES)
\
D (VARIES)
\
\
Kp7,D-
NOTES:
1. GROUNDWATER BELOW BLOCK
Pp-(V2)Kp 7, ff>V) = 150(oV) ib/n
2. d AND DARE IN FEET
3. ASSUMES BACKFILL IS GRANULAR MATERIAL
4. ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL
t-
g
§s8
NOT TO SCALE
PROJECT NO.
105761001
DATE
4/06
THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM
EL CAMINO REAL WATER SYSTEM PROJECT
CARLSBAD, CALIFORNIA
FIGURE
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
APPENDIX A
BORING LOGS
Field Procedure for the Collection of Disturbed Samples
Disturbed soil samples were obtained in the field using the following methods.
Bulk Samples
Bulk samples of representative earth materials were obtained from the exploratory excava-
tions. The samples were bagged and transported to the laboratory for testing.
Field Procedure for the Collection of Relatively Undisturbed Samples
Relatively undisturbed soil samples were obtained in the field using the following method.
The Modified Split-Barrel Drive Sampler
The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass
rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into
the ground with the weight of a 140-pound hammer, in general accordance with ASTM
D 3550-84. The driving weight was permitted to fall freely. The approximate length of the
fall, the weight of the hammer, and the number of blows per foot of driving are presented on
the boring logs as an index to the relative resistance of the materials sampled. The samples
were removed from the sample barrel in the brass rings, sealed, and transported to the labo-
ratory for testing.
1077(1001 RHCimuwRMl.doc
I
^3
o •
5--
-
10--
1S- -
in 1 1
\ I
k S
1 xx/xx
\i
g
9
*
*
i i
I
Sdsi§CQ ~^
SM
Hi
BORING LOG EXPLANATION SHEET
Bulk sample.
Modified split-barrel drive sampler.
No recovery with modified split-barrel drive sampler.
Sample retained by others.
Standard Penetration Test (SPT).
No recovery with a SPT.
Shelby tube sample. Distance pushed in inches/length of sample recovered
in inches.
Mo recovery with Shelby tube sampler.
Continuous Push Sample.
Seepage.
Groundwater encountered during drilling.
Groundwater measured after drilling.
ALLUVIUM:
Solid line denotes unit change.
iashTdTine denotes matenaTcriange'
Attitudes: Strike/Dip
b: Bedding
c: Contact
: Joint
: Fracture
F: Fault
cs: Clay Seam
: Shear
ss: Basal Slide Surface
f: Shear Fracture
z: Shear Zone
bs: Sheared Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the
boring.
f , H BORING LOG
DMT VS EXPLANATION OF BORING LOO SYMBOLS
P1.1^ PROJECT NO. DATE FIGURET Rev. 01/03
U.S.C.S. METHOD OF SOIL CLASSIFICATION
MAJOR DIVISIONS SYMBOL TYPICAL NAMES
GRAVELS
(More than 1/2 of coarse
fraction
> No. 4 sieve size)GM
SANDS
(More than 1/2 of coarse
fraction
<No. 4 sieve size)
SC
Well graded gravels or gravel-sand mixtures,
little or no fines
Poorly graded gravels or gravel-sand
mixtures, little or no fines
Silty gravels, gravel-sand-silt mixtures
Clayey gravels, gravel-sand-clay mixtures
Well graded sands or gravelly sands, little or
no fines
Poorly graded sands or gravelly sands, little or
no fines
Silty sands, sand-silt mixtures
Clayey sands, sand-clay mixtures
SILTS & CLAYS
Liquid Limit <50
ML Inorganic silts and very fine sands, rock flour,
silty or clayey fine sands or clayey silts with
Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean
Organic silts and organic silty clays of low
plasticity
inorganic silts, micaceous or diatomaceous
Ine sandy or silty soils, elastic silts
SILTS & CLAYS
Liquid Limit >50 norganic clays of high plasticity, fat clays
Organic clays of medium to high plasticity,
organic silty clays, organic silts
HIGHLY ORGANIC SOILS 'eat and other highly organic soils
GRAIN SIZE CHART
CLASSIFICATION
BOULDERS
COBBLES
GRAVEL
Coane
fate
SAND
Coarse
Medium
Fine
SILT & CLAY
RANGE OF GRAIN SIZE
US. Standanl
Steve Size
Above 12"
12" to 3"
3" to No. 4
3" to 3/4"
3/4" to No. 4
No. 4 to No. 200
No. 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200
Below No. 200
GninSizeln
Mllfimeten
Above 305
305 to 76.2
76.2 to 4.76
76.2 to 19.1
19.1 to 4.76
4.76 to 0.075
4.76 to 2.00
2.00to0.420
0.420 to 0.075
Below 0.075
PLASTICITY CHART
70
00
•< *>
j/"
£
/
5L- M
/
. ,/
/
CL
/
ULI
/
/
,OL
/
iX
/
CH
^
^
f
MHJ
/
OH
0 D 70 3O 40 50 00 TO tO W
LIQ Un> LIMIT (LJL), %
X
) no
U.S.C.S. METHOD OF SOIL CLASSIFICATION
Updated Nor. J004
I
**-1 1
g 1a
0
I
•"
10
-
15--
9(1 1
i
W
00 O
T~
(| 1
'a
1
1"
mmS.NilT
i
IUDC
5
18.0
^
I/
£
CO
g
^
98.8
V0&
iI
L1
^i|
^
:]::::
AV
1
1!«>^ ot<ri«5-3^5 "^
0
1 CL-ML
SM
• m
W°T
DATE DRILLED 02/09/06 BORING NO. B-l
GROUND ELEVATION 60-+/-MSL SHEET 1 OF 1
METHOD OF DRILLING 8" Diameter HoUow Stem Auger CME 75
DRIVE WEIGHT 140 Ibs. Spooling Cable DROP 30"
SAMPLED BY RUB LOGGED BY RUB REVIEWED BY JG/RI
DESCRIPTION/INTERPRETATION
6" Asphalt concrete.
ALI-UYIUM!
Light brown, moist, firm, silty CLAY to clayey SILT; with some fine sand; micaceous.
Gray, moist, me3ium~3ense, silty fine~SAND; micaceous.
Total Depth =11. 5'.
sJo groundwater encountered.
Backfilled with bentonite on 02/09/06.
Capped top 1 foot with concrete.
BORING LOG
[%•&•& HCmnmioRetl Water Sy*em Project
IBM «B CmrW»d,C«liform«
PROJECT NO. DATE FIGURE
105761001 04/06 A-l
1
g iII
10-1
-
an {l
I
•1 CO
1 20
1 2>
I"T MOISTURE (%)17.2
i
103.3
t
I
1
!i!:::
11:::::;:;:
::::::J:5:&
ill
i!"jill
:!::•I:::::::::::::::!§!«CLASSIFICATION 1U.S.C.S. 1SM
CL
ty/nyo&flfv
DATE DRILLED 02/09/06 BORING NO. B-2
GROUND ELEVATION 75-+/-MSL SHEET 1 OF 1
METHOD OF DRILLING 8' Diameter Hollow Stem Anger CME 75
DRIVE WEIGHT 140 Ibs. Spooling Cable DROP 30"
SAMPLED BY RUB LOGGED BY RUB REVIEWED BY JG/RI
DESCRIPTION/INTERPRETATION
6" Aspiialt concrete.
ALLUVIUM:
Brown, damp, loose, silty SAND.
Moist; micaceous.
Brown, moist to wet, very stiff, "rme san3y"CtAY.
Grayish brown.
Total Depth = 16.5'.
4o groundwater encountered.
Backfilled with bentonite on 02/09/06.
Capped top 1 foot with concrete.
BORING LOG
rmVMKm BCmmo Real Wtler System Project
ftlVk ^S CnUitd, Ctli&nu
PROJECT NO. DATE FIGURE
105761001 04/06 A-2
1
g 4a
0
I
•1-•
1
10---
15
?ifl J
i
§
1 5
1
1 §§ en
1h
• 50/6"q
| 50/5"
, ,„ .,„
M *3.N1*"
*
P
5
13.6
^
«/
*r»
I
1
>.
g
1
1
1
f
j|
J
I
ii•Lir
»!*i
i109.1 in
lO&i
1
I ^i1 Is
J
1M sc
mra
155
i
1 SM
?!:.:
ii!Hi:K:s:H
[>[
1
iill
^»f
DATE DRILLED 02/10/06 BORING NO. B-3
GROUND ELEVATION 90-+/-MSL SHEET 1 OF 1
METHOD OF DRILLING 8" Diameter Hollow Stem Auger CME 75
DRIVE WEIGHT 140 Ibs. Spooling Cable DROP 30"
SAMPLED BY RUB LOGGED BY RUB REVIEWED BY JG/RI
DESCRIPTION/INTERPRETATION
8" Asphalt concrete.
TERRACE DEPOSITS:
Light brown, damp, very dense, clayey fine SAND.
Light brown and tan, damp, very dense, silty fine SAND.
Total Depth = 10.5'.
fa groundwater encountered.
Backfilled with bentonite on 02/10/06.
Capped top 1 foot with concrete.
BORING LOG
|MA^^ HCimino Real Water Syjtem Project
IBM mS CarUbad,CaH&niia
PROJECT NO. DATE RGURE
105761001 04/06 A-3
DEPTH (faRiillr 110 "" "~~
:
15 ~ i
in SAMPLES ||OT" ~ £
I '8
!•
V 46
'MOISTURE (%)27.4 DRY DENSITY (PCF) (Ii
iii
i
OQfi g
1gjSYMBOL CLASSIFICATIONU.S.C.S.tt
| SC
1
ss
iii
i
Of
1
/y//7y//,/yv«
DATE DRILLED 02/10/06 BORING NO. B-4
GROUND ELEVATION 52'-tf-MSL SHEET 1 OF 1
METHOD OF DRILLING 8" Diameter Hollow Stem Auger CME 75
DRIVE WEIGHT 140 Ibs. Spooling Cable DROP 30"
SAMPLED BY RUB LOGGED BY RUB REVIEWED BY JC/RI
DESCRIPTION/INTERPRETATION
5" asphalt concrete.
<jirsandy"graveL~
ALLUVIUM-
Brown, damp, loose, clayey SAND.
Dark brown and gray; moist to wet; micaceous.
Saturated.
Medium dense; no recovery.
Total Depth = 16.5'.
Groundwater encountered at 7.0'.
Backfilled with bentonite on 02/10/06.
Capped top 3 foot with concrete.
BORING LOG
IWVt^ft El Cunino Ret! WtteSyrtem Project
1H V5 CuWmd, CiHftmrii
PROJECT NO. DATE FIGURE
105761001 04/06 A-4
t"~"-
Q 3ec
0
1
I
5-P
,-
•-
on
§
I &o
ll 1•1
y•
• 67
,
1 4<• 45
•••
£"
8!
5
90
10.8
f^
I
i
i
i 1
f
100.6
|i
a
108.8 ffii>p*
|
I =ii |S0
J
^i*i3^ sc1
1
1
1
1 sci
iK
isa
DATE DRILLED 02/10/06 BORING NO. B-5
GROUND ELEVATION 135-+AMSL SHEET 1 OF 1
METHOD OF DRILLING 8" Diameter Hollow Stem Auger CME 75
DRIVE WEIGHT 140 Ibs. Spooling Cable DROP 30"
SAMPLED BY RUB LOGGED BY RUB REVIEWED BY JG/RI
DESCRIPTION/INTERPRETATION
4.5" asphalt concrete.
^'landy^gravelTbrown; damp to moist.
TERRACE PEPQSIT?:Brown and gray, damp, dense, clayey SAND; micaceous.
SANTIAGO FQRMAHQN :
White and olive, damp to moist, weakly cemented, clayey SANDSTONE.
Total Depth =11.5'.
No groundwater encountered.
Backfilled with bentonite on 02/10/06.
Capped top 1 foot with concrete.
BORING LOG
H Cunino Real Water System Project
Ctrittxd, dKbnm
PROJECT NO.
105761001
DATE
04/06
FIGURE
A-5
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
APPENDIX B
LABORATORY TESTING
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System (USCS) in general accordance with ASTM D 2488-00. Soil classifications are indicated
on the logs of the exploratory excavations in Appendix A.
In-Place Moisture and Density Tests
The moisture content and dry density of relatively undisturbed samples obtained from the ex-
ploratory excavations were evaluated in general accordance with ASTM D 2937-00. The test
results are presented on the logs of the exploratory excavations in Appendix A.
Gradation Analysis
A test was performed on a selected representative soil sample in general accordance with ASTM
D 422-63. The grain-size distribution curve is shown on Figures B-l. The test results were utilized
in evaluating the soil classifications in accordance with the Unified Soil Classification System.
Atterberg Limits
A Test was performed on a selected representative fine-grained soil sample to evaluate the liquid
limit, plastic limit, and plasticity index in general accordance with ASTM D 4318-00. These test
results were utilized to evaluate the soil classification in accordance with the Unified Soil Classi-
fication System. The test results and classifications are shown on Figure B-2.
Shear Strength Test
A shear test was performed on an undisturbed sample in general accordance with ASTM
D 3080-98 to evaluate the shear strength characteristics of selected materials. The sample was
inundated during shearing to represent adverse field conditions. The results are shown on Fig-
ure B-3.
Soil Corrosivitv Tests
Soil pH, and electrical resistivity tests were performed on representative samples in general ac-
cordance with California Test (CT) 643. The chloride content of the selected sample was
evaluated in general accordance with CT 422. The sulfate content of the selected sample was
evaluated in general accordance with CT 417. The test results are presented on Figure B-4.
105761001 R El ClmiBoRttUoc
"•GRAVEL
Coarse Fine
SAND
Coarse 1 Medium | Fine
RNES
SILT
U.S. STANDARD SIEVE NUMBERS
^m _ 3' r 1-1/2" 1' 3/4" 3/8" 4 10 18 30 50 100 200
PERCENT RNER BY WEIGHT;egJ*Si?3S8ii •v.
NL
\
100 10
Symbol
•
Sample
Location
B-4
Depth
(ft)
1.0-5.0
Y
S ,
\
X
X
'
CLAY
HYDROMETER
1 0.1 0.01 0.001 0.0001
GRAIN SIZE IN MILLIMETERS
Liquid
Limit
-
Plastic
Umlt
-
Plasticity
Index
-
D,0
-
D30
-
*.
-
Cu
-
Cc
-
Passing
No. 200
33
U.S.C.S
SC
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02)
yyr/7^^/y\oore
PROJECT NO.
105761001
DATE
4/06
GRADATION TEST RESULTS
El Camino Real Water System Project
Carlsbad, California
FIGURE
B-1
incrmooi sieve t-t 0 IMAA
SYMBOL
•
LOCATION
B-1
DEPTH
(FT)
0.5-5.0
LIQUID
LIMIT,
LL(%)
21
PLASTIC
LIMIT,
PL(%)
17
PLASTICITY
INDEX,
Pl(%)
4
uses
CLASSIFICATION
(Fraction Finer Than
No. 40 Sieve)
CL-ML
uses
(Entire Sample)
CL-ML
NP-Indicates Non-Plastic
60
50
40
I-
20
10
CL-ML
-CLorOL-
MLorOL
CHorOH
-MHorOH-
0 10 20 30 40 50 60 70 80 90 100
LL(%)
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318-00
PROJECT
105761001
106761001 ATrtRBERO J*
DATE
4/06
ATTERBERG LIMITS TEST RESULTS
B Cemino Real Water System Prefect
Carlsbad, CaJHbmla
FIGURE
B-2
2000
1500
u.
pr 1000
CO
to
500
500 1000 1500
NORMAL STRESS (PSF)
2000
Description
Clayey SAND
Clayey SAND
Symbol
--X--
Sample
Location
B-5
B-5
Depth
(ft)
5.0-6.5
5.0-6.5
Shear
Strength
Peak
Ultimate
Cohesion, c
(psf)
80
60
Friction Angle, 4>
(degrees)
33
33
Soil Type
SC
SC
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-03
PROJECT
105761001
DATE
4/06
DIRECT SHEAR TEST RESULTS
El Camino RaaJ Water System Project
Carlsbad. California
FIGURE
B-3
105761001 SHEAR B-S « 5.0 -«iJ*
SAMPLE
LOCATION
B-1
B-5
SAMPLE DEPTH
(FT)
0.5-5.0
1.0-5.0
PH'
7.3
8.7
RESISTIVITY1
(Ohm-cm)
5,630
2,350
SULFATE
CONTENT2
<*>
0.01
0.01
CHLORIDE
CONTENT1
(PPm)
25
50
1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643
2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
* PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
PROJECT
105761001
DATE
4/06
CORROSIVITY TEST RESULTS
El Camlno Real Water System Project
Cartsbad, California
FIGURE
B-4
1067*1001 CORRMMTYjfc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
APPENDIX C
TYPICAL EARTHWORK GUIDELINES
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
TABLE OF CONTENTS
Page
1. GENERAL 1
2. OBLIGATIONS OF PARTIES 2
3. SITE PREPARATION 3
4. REMOVALS AND EXCAVATIONS 4
5. COMPACTED FILL 4
6. OVERSIZED MATERIAL 7
7. SLOPES 8
8. TRENCH BACKFILL 10
9. DRAINAGE 12
10. SITE PROTECTION 12
11. DEFINITIONS OF TERMS 15
I05MI001 EMbwcritdoc ; Rev. 12/05
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
TYPICAL EARTHWORK GUIDELINES
GENERAL
These guidelines and the standard details attached hereto are presented as general procedures for
earthwork construction for sites having slopes less than 10 feet high. They are to be utilized in
conjunction with the project grading plans. These guidelines are considered a part of the geo-
technical report, but are superseded by recommendations in the geotechnical report in the case of
conflict. Evaluations performed by the consultant during the course of grading may result in new
recommendations which could supersede these specifications and/or the recommendations of the
geotechnical report. It is the responsibility of the contractor to read and understand these guide-
lines as well as the geotechnical report and project grading plans.
The contractor shall not vary from these guidelines without prior recommendations by the
geotechnical consultant and the approval of the client or the client's authorized rep-
resentative. Recommendations by the geotechnical consultant and/or client shall
not be considered to preclude requirements for approval by the jurisdictional
agency prior to the execution of any changes.
The contractor shall perform the grading operations in accordance with these specifications,
and shall be responsible for the quality of the finished product notwithstanding the
fact that grading work will be observed and tested by the geotechnical consultant.
It is the responsibility of the grading contractor to notify the geotechnical consultant and the
jurisdictional agencies, as needed, prior to the start of work at the site and at any
time that grading resumes after interruption. Each step of the grading operations
shall be observed and documented by the geotechnical consultant and, where
needed, reviewed by the appropriate jurisdictional agency prior to proceeding with
subsequent work.
If, during the grading operations, geotechnical conditions are encountered which were not
anticipated or described in the geotechnical report, the geotechnical consultant shall
be notified immediately and additional recommendations, if applicable, may be
provided.
An as-graded report shall be prepared by the geotechnical consultant and signed by a regis-
tered engineer and registered engineering geologist. The report documents the
geotechnical consultants' observations, and field and laboratory test results, and
provides conclusions regarding whether or not earthwork construction was per-
103761001 Elrtiwortdoc t Rev. 12/03
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
formed in accordance with the geotechnical recommendations and the grading
plans. Recommendations for foundation design, pavement design, subgrade treat-
ment, etc., may also be included in the as-graded report.
For the purpose of evaluating quantities of materials excavated during grading and/or locat-
ing the limits of excavations, a licensed land surveyor or civil engineer shall be
retained.
Definitions of terms utilized in the remainder of these specifications have been provided in
Section 11.
OBLIGATIONS OF PARTIES
The parties involved in the projects earthwork activities shall be responsible as outlined in the
following sections.
The client is ultimately responsible for each of the aspects of the project. The client or the
client's authorized representative has a responsibility to review the findings and
recommendations of the geotechnical consultant. The client shall authorize the con-
tractor and/or other consultants to perform work and/or provide services. During
grading the client or the client's authorized representative shall remain on site or
remain reasonably accessible to the concerned parties to make the decisions that
may be needed to maintain the flow of the project.
The contractor is responsible for the safety of the project and satisfactory completion of
grading and other associated operations, including, but not limited to, earthwork in
accordance with the project plans, specifications, and jurisdictional agency re-
quirements. During grading, the contractor or the contractor's authorized
representative shall remain on site. The contractor shall further remain accessible
during non-working hours, including at night and during days off.
The geotechnical consultant shall provide observation and testing services and shall make
evaluations to advise the client on geotechnical matters. The geotechnical consult-
ant shall report findings and recommendations to the client or the client's
authorized representative.
Prior to proceeding with any grading operations, the geotechnical consultant shall be noti-
fied two working days in advance to schedule the needed observation and testing
services.
Prior to any significant expansion or reduction in the grading operation, the geotechni-
cal consultant shall be provided with two working days notice to make
appropriate adjustments in scheduling of on-site personnel.
10376)001 Entinwk.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Between phases of grading operations, the geotechnical consultant shall be provided
with two working days notice in advance of commencement of additional
grading operations.
SITE PREPARATION
Site preparation shall be performed in accordance with the recommendations presented in the
following sections.
The client, prior to any site preparation or grading, shall arrange and attend a pre-grading
meeting between the grading contractor, the design engineer, the geotechnical con-
sultant, and representatives of appropriate governing authorities, as well as any
other involved parties. The parties shall be given two working days notice.
Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass,
wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleteri-
ous materials from the areas to be graded. Clearing and grubbing shall extend to the
outside of the proposed excavation and fill areas.
Demolition in the areas to be graded shall include removal of building structures, founda-
tions, reservoirs, utilities (including underground pipelines, septic tanks, leach
fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface im-
provements, and the backfilling of mining shafts, tunnels and surface depressions.
Demolition of utilities shall include capping or rerouting of pipelines at the project
perimeter, and abandonment of wells in accordance with the requirements of the
governing authorities and the recommendations of the geotechnical consultant at
the time of demolition.
The debris generated during clearing, grubbing and/or demolition operations shall be re-
moved from areas to be graded and disposed of off site at a legal dump site.
Clearing, grubbing, and demolition operations shall be performed under the obser-
vation of the geotechnical consultant.
The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil.
These soils may be used as compacted fill provided they are generally free of or-
ganic or other deleterious materials and evaluated for use by the geotechnical
consultant. The resulting surface shall be evaluated by the geotechnical consultant
prior to proceeding. The cleared, natural ground surface shall be scarified to a depth
of approximately 8 inches, moisture conditioned, and compacted in accordance
with the specifications presented in Section 5 of these guidelines.
10576100] Bvtimafc.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
REMOVALS AND EXCAVATIONS
Removals and excavations shall be performed as recommended in the following sections.
Removals
Materials which are considered unsuitable shall be excavated under the observation of
the geotechnical consultant in accordance with the recommendations con-
tained herein. Unsuitable materials include, but may not be limited to, dry,
loose, soft, wet, organic, compressible natural soils, fractured, weathered, soft
bedrock, and undocumented or otherwise deleterious fill materials.
Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture
conditions shall be excavated in accordance with the recommendations of the
geotechnical consultant, watered or dried as needed, and mixed to a generally
uniform moisture content in accordance with the specifications presented in
Section 5 of this document.
Excavations
Temporary excavations no deeper than 5 feet in firm fill or natural materials may be
made with vertical side slopes. To satisfy California Occupational Safety and
Health Administration (CAL OSHA) requirements, any excavation deeper
than 5 feet shall be shored or laid back at a 1:1 inclination or flatter, depend-
ing on material type, if construction workers are to enter the excavation.
COMPACTED FILL
Fill shall be constructed as specified below or by other methods recommended by the geotechni-
cal consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative
compaction, as evaluated in accordance with ASTM Test Method D 1557.
Prior to placement of compacted fill, the contractor shall request an evaluation of the ex-
posed ground surface by the geotechnical consultant Unless otherwise
recommended, the exposed ground surface shall then be scarified to a depth of ap-
proximately 8 inches and watered or dried, as needed, to achieve a generally
uniform moisture content at or near the optimum moisture content. The scarified
materials shall then be compacted to 90 percent relative compaction. The evalua-
tion of compaction by the geotechnical consultant shall not be considered to
preclude any requirements for observation or approval by governing agencies. It is
the contractor's responsibility to notify the geotechnical consultant and the appro-
priate governing agency when project areas are ready for observation, and to
provide reasonable time for that review.
1057*1001 Bvtkworiuioc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Excavated on-site materials which are in general compliance with the recommendations of
the geotechnical consultant may be utilized as compacted fill provided they are
generally free of organic or other deleterious materials and do not contain rock
fragments greater than 6 inches in dimension. During grading, the contractor may
encounter soil types other than those analyzed during the preliminary geotechnical
study. The geotechnical consultant shall be consulted to evaluate the suitability of
any such soils for use as compacted fill.
Where imported materials are to be used on site, the geotechnical consultant shall be notified
three working days in advance of importation in order that it may sample and test
the materials from the proposed borrow sites. No imported materials shall be deliv-
ered for use on site without prior sampling, testing, and evaluation by the
geotechnical consultant.
Soils imported for on-site use shall preferably have very low to low expansion potential
(based on UBC Standard 18-2 test procedures). Lots on which expansive soils may
be exposed at grade shall be undercut 3 feet or more and capped with very low to
low expansion potential fill. Details of the undercutting are provided in the Transi-
tion and Undercut Lot Details, Figure B of these guidelines. In the event expansive
soils are present near the ground surface, special design and construction considera-
tions shall be utilized in general accordance with the recommendations of the
geotechnical consultant.
Fill materials shall be moisture conditioned to near optimum moisture content prior to
placement. The optimum moisture content will vary with material type and other
factors. Moisture conditioning of fill soils shall be generally uniform in the soil
mass.
Prior to placement of additional compacted fill material following a delay in the grading op-
erations, the exposed surface of previously compacted fill shall be prepared to
receive fill. Preparation may include scarification, moisture conditioning, and re-
compaction.
Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thick-
ness. Prior to compaction, each lift shall be watered or dried as needed to achieve
near optimum moisture condition, mixed, and then compacted by mechanical
methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other
appropriate compacting rollers, to the specified relative compaction. Successive
lifts shall be treated in a like manner until the desired finished grades are achieved.
Fill shall be tested in the field by the geotechnical consultant for evaluation of general com-
pliance with the recommended relative compaction and moisture conditions. Field
density testing shall conform to ASTM D 1556-00 (Sand Cone method), D 2937-00
(Drive-Cylinder method), and/or D 2922-96 and D 3017-96 (Nuclear Gauge
method). Generally, one test shall be provided for approximately every 2 vertical
10576100) EMbworitdK
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
feet of fill placed, or for approximately every 1000 cubic yards of fill placed. In ad-
dition, on slope faces one or more tests shall be taken for approximately every
10,000 square feet of slope face and/or approximately every 10 vertical feet of
slope height. Actual test intervals may vary as field conditions dictate. Fill found to
be out of conformance with the grading recommendations shall be removed, mois-
ture conditioned, and compacted or otherwise handled to accomplish general
compliance with the grading recommendations.
The contractor shall assist the geotechnical consultant by excavating suitable test pits for
removal evaluation and/or for testing of compacted fill.
At the request of the geotechnical consultant, the contractor shall "shut down" or restrict
grading equipment from operating in the area being tested to provide adequate test-
ing time and safety for the field technician.
The geotechnical consultant shall maintain a map with the approximate locations of field
density tests. Unless the client provides for surveying of the test locations, the loca-
tions shown by the geotechnical consultant will be estimated. The geotechnical
consultant shall not be held responsible for the accuracy of the horizontal or verti-
cal locations or elevations.
Grading operations shall be performed under the observation of the geotechnical consultant.
Testing and evaluation by the geotechnical consultant does not preclude the need
for approval by or other requirements of the jurisdictional agencies.
Fill materials shall not be placed, spread or compacted during unfavorable weather condi-
tions. When work is interrupted by heavy rains, the filling operation shall not be
resumed until tests indicate that moisture content and density of the fill meet the
project specifications. Regrading of the near-surface soil may be needed to achieve
the specified moisture content and density.
Upon completion of grading and termination of observation by the geotechnical consultant,
no further filling or excavating, including that planned for footings, foundations, re-
taining walls or other features, shall be performed without the involvement of the
geotechnical consultant.
Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may
have to be removed and recompacted at the contractor's expense. The depth and ex-
tent of removal of the unobserved and undocumented fill will be decided based
upon review of the field conditions by the geotechnical consultant.
Off-site fill shall be treated in the same manner as recommended in these specifications for
on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be
surveyed for future locating and connection.
105761001 EirtJnrort.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
OVERSIZED MATERIAL
Oversized material shall be placed in accordance with the following recommendations.
During the course of grading operations, rocks or similar irreducible materials greater than
6 inches in dimension (oversized material) may be generated. These materials shall
not be placed within the compacted fill unless placed in general accordance with
the recommendations of the geotechnical consultant.
Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is
generated during grading, it is recommended, where practical, to waste such mate-
rial off site, or on site in areas designated as "nonstructural rock disposal areas."
Rock designated for disposal areas shall be placed with sufficient sandy soil to gen-
erally fill voids. The disposal area shall be capped with a 5-foot thickness of fill
which is generally free of oversized material.
Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided
they are placed in such a manner that nesting of rock is not permitted. Fill shall be
placed and compacted over and around the rock. The amount of rock greater than
3/4-inch in dimension shall generally not exceed 40 percent of the total dry weight
of the fill mass, unless the fill is specially designed and constructed as a "rock fill."
Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension
generated during grading may be placed in windrows and capped with finer materi-
als in accordance with the recommendations of the geotechnical consultant, the
approval of the governing agencies, and the Oversized Rock Placement Detail, Fig-
ure D, of these guidelines. Selected native or imported granular soil (Sand
Equivalent of 30 or higher) shall be placed and flooded over and around the wind-
rowed rock such that voids are filled. Windrows of oversized materials shall be
staggered so that successive windrows of oversized materials are not in the same
vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4
feet or smaller before placement, or they shall be disposed of off site.
10S7S100! Evtkwoifc.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
SLOPES
The following sections provide recommendations for cut and fill slopes.
Cut Slopes
The geotechnical consultant shall observe cut slopes during excavation. The geotechni-
cal consultant shall be notified by the contractor prior to beginning slope
excavations.
If, during the course of grading, adverse or potentially adverse geotechnical conditions
are encountered in the slope which were not anticipated in the preliminary
evaluation report, the geotechnical consultant shall evaluate the conditions
and provide appropriate recommendations.
Fill Slopes
When placing fill on slopes steeper than 5:1 (horizontalrvertical), topsoil, slope wash,
colluvium, and other materials deemed unsuitable shall be removed. Near-
horizontal keys and near-vertical benches shall be excavated into sound bed-
rock or firm fill material, in accordance with the recommendation of the
geotechnical consultant. Keying and benching shall be accomplished. Com-
pacted fill shall not be placed in an area subsequent to keying and benching
until the area has been observed by the geotechnical consultant. Where the
natural gradient of a slope is less than 5:1, benching is generally not recom-
mended. However, fill shall not be placed on compressible or otherwise
unsuitable materials left on the slope face.
Within a single fill area where grading procedures dictate two or more separate fills,
temporary slopes (false slopes) may be created. When placing fill adjacent to
a temporary slope, benching shall be conducted in the manner described in
Section 7.2.1. A 3-foot or higher near-vertical bench shall be excavated into
the documented fill prior to placement of additional fill.
Unless otherwise recommended by the geotechnical consultant and accepted by the
Building Official, permanent fill slopes shall not be steeper than 2:1 (horizon-
tal: vertical). The height of a fill slope shall be evaluated by the geotechnical
consultant.
Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt
and cut back to grade, exposing firm compacted fill. The actual amount of
overbuilding may vary as field conditions dictate. If the desired results are not
achieved, the existing slopes shall be overexcavated and reconstructed in ac-
cordance with the recommendations of the geotechnical consultant The
I0576IOOJ Brthmriuloc
El Camino Real Water System Project April 24,2006
Carlsbad, California , Project No. 105761001
degree of overbuilding may be increased until the desired compacted slope
face condition is achieved. Care shall be taken by the contractor to provide
mechanical compaction as close to the outer edge of the overbuilt slope sur-
face as practical.
If access restrictions, property line location, or other constraints limit overbuilding
and cutting back of the slope face, an alternative method for compaction of
the slope face may be attempted by conventional construction procedures
including backroUmg at intervals of 4 feet or less in vertical slope height, or
as dictated by the capability of the available equipment, whichever is less.
Fill slopes shall be backrolled utilizing a conventional sheeps foot-type
roller. Care shall be taken to maintain the specified moisture conditions
and/or reestablish the same, as needed, prior to backrolling.
The placement, moisture conditioning and compaction of fill slope materials shall be
done in accordance with the recommendations presented in Section 5 of these
guidelines.
The contractor shall be ultimately responsible for placing and compacting the soil out
to the slope face to obtain a relative compaction of 90 percent as evaluated by
ASTM D 1557 and a moisture content in accordance with Section 5. The
geotechnical consultant shall perform field moisture and density tests at
intervals of one test for approximately every 10,000 square feet of slope.
Backdrains shall be provided in fill as recommended by the geotechnical consultant.
Top-of-Slope Drainage
For pad areas above slopes, positive drainage shall be established away from the top of
slope. This may be accomplished utilizing a berm and pad gradient of 2 per-
cent or steeper at the top-of-slope areas. Site runoff shall not be permitted to
flow over the tops of slopes.
Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface
runoff away from the slope face where drainage devices are not otherwise
provided.
Slope Maintenance
In order to enhance surficial slope stability, slope planting shall be accomplished at the
completion of grading. Slope plants shall consist of deep-rooting, variable
root depth, drought-tolerant vegetation. Native vegetation is generally desir-
able. Plants native to semiarid and arid areas may also be appropriate. Large-
leafed ice plant should not be used on slopes. A landscape architect shall be
IOS76100I arinrak.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
consulted regarding the actual types of plants and planting configuration to be
used.
Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated
into slope faces. Slope irrigation shall be maintained at a level just sufficient
to support plant growth. Property owners shall be made aware that over wa-
tering of slopes is detrimental to slope stability. Slopes shall be monitored
regularly and broken sprinkler heads and/or pipes shall be repaired immedi-
ately.
Periodic observation of landscaped slope areas shall be planned and appropriate meas-
ures taken to enhance growth of landscape plants.
Graded swales at the top of slopes and terrace drains shall be installed and the property
owners notified that the drains shall be periodically checked so that they may
be kept clear. Damage to drainage improvements shall be repaired immedi-
ately. To reduce siltation, terrace drains shall be constructed at a gradient of 3
percent or steeper, in accordance with the recommendations of the project
civil engineer.
If slope failures occur, the geotechnical consultant shall be contacted immediately for
field review of site conditions and development of recommendations for
evaluation and repair.
TRENCH BACKFILL
The following sections provide recommendations for backfilling of trenches.
Trench backfill shall consist of granular soils (bedding) extending from the trench bottom to
1 foot or more above the pipe. On-site or imported fill which has been evaluated by
the geotechnical consultant may be used above the granular backfill. The cover
soils directly in contact with the pipe shall be classified as having a very low ex-
pansion potential, in accordance with UBC Standard 18-2, and shall contain no
rocks or chunks of hard soil larger than 3/4-inch hi diameter.
Trench backfill shall, unless otherwise recommended, be compacted by mechanical means
to 90 percent relative compaction as evaluated by ASTM D 1557. Backfill soils
shall be placed hi loose lifts 8-inches thick or thinner, moisture conditioned, and
compacted hi accordance with the recommendations of Section 5. of these guide-
lines. The backfill shall be tested by the geotechnical consultant at vertical intervals
of approximately 2 feet of backfill placed and at spacings along the trench of ap-
proximately 100 feet in the same lift.
J0576I001 Evthwak-doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Jetting of trench backfill materials is generally not a recommended method of densification,
unless the on-site soils are sufficiently free-draining and provisions have been made
for adequate dissipation of the water utilized in the jetting process.
If it is decided that jetting may be utilized, granular material with a sand equivalent greater
than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally
be considered for trenches 2 feet or narrower in width and 4 feet or shallower in
depth. Following jetting operations, trench backfill shall be mechanically com-
pacted to the specified compaction to finish grade.
Trench backfill which underlies the zone of influence of foundations shall be mechanically
compacted to 90 percent or greater relative compaction, as evaluated by ASTM
D 1557-02. The zone of influence of the foundations is generally defined as the
roughly triangular area within the limits of a 1:1 (horizontahvertical) projection
from the inner and outer edges of the foundation, projected down and out from both
edges.
Trench backfill within slab areas shall be compacted by mechanical means to a relative
compaction of 90 percent, as evaluated by ASTM D 1557. For minor interior
trenches, density testing may be omitted or spot testing may be performed, as
deemed appropriate by the geotechnical consultant.
When compacting soil in close proximity to utilities, care shall be taken by the grading con-
tractor so that mechanical methods used to compact the soils do not damage the
utilities. If the utility contractors indicate that it is undesirable to use compaction
equipment in close proximity to a buried conduit, then the grading contractor may
elect to use light mechanical compaction equipment or, with the approval of the
geotechnical consultant, cover the conduit with clean granular material. These
granular materials shall be jetted in place to the top of the conduit in accordance
with the recommendations of Section 8.4 prior to initiating mechanical compaction
procedures. Other methods of utility trench compaction may also be appropriate,
upon review by the geotechnical consultant and the utility contractor, at the time of
construction.
Clean granular backfill and/or bedding materials are not recommended for use in slope areas
unless provisions are made for a drainage system to mitigate the potential for
buildup of seepage forces or piping of backfill materials.
The contractor shall exercise the specified safety precautions, in accordance with OSHA
Trench Safety Regulations, while conducting trenching operations. Such precau-
tions include shoring or laying back trench excavations at 1:1 or flatter, depending
on material type, for trenches in excess of 5 feet in depth. The geotechnical con-
sultant is not responsible for the safety of trench operations or stability of the
trenches.
I05KIOOI EMfcimk.doc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
DRAINAGE
The following sections provide recommendations pertaining to site drainage.
Roof, pad, and slope drainage shall be such that it is away from slopes and structures to suit-
able discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete
swales, etc.).
Positive drainage adjacent to structures shall be established and maintained. Positive drain-
age may be accomplished by providing drainage away from the foundations of the
structure at a gradient of 2 percent or steeper for a distance of 5 feet or more out-
side the building perimeter, further maintained by a graded swale leading to an
appropriate outlet, in accordance with the recommendations of the project civil en-
gineer and/or landscape architect.
Surface drainage on the site shall be provided so that water is not permitted to pond. A gra-
dient of 2 percent or steeper shall be maintained over the pad area and drainage
patterns shall be established to remove water from the site to an appropriate outlet.
Care shall be taken by the contractor during grading to preserve any berms, drainage ter-
races, interceptor swales or other drainage devices of a permanent nature on or
adjacent to the property. Drainage patterns established at the time of finish grading
shall be maintained for the life of the project. Property owners shall be made very
clearly aware that altering drainage patterns may be detrimental to slope stability
and foundation performance.
SITE PROTECTION
The site shall be protected as outlined in the following sections.
Protection of the site during the period of grading shall be the responsibility of the contractor
unless other provisions are made in writing and agreed upon among the concerned
parties. Completion of a portion of the project shall not be considered to preclude
that portion or adjacent areas from the need for site protection, until such time as
the project is finished as agreed upon by the geotechnical consultant, the client, and
the regulatory agency.
The contractor, is responsible for the stability of temporary excavations. Recommendations
by the geotechnical consultant pertaining to temporary excavations are made in
consideration of stability of the finished project and, therefore, shall not be consid-
ered to preclude the responsibilities of the contractor. Recommendations by the
geotechnical consultant shall also not be considered to preclude more restrictive re-
quirements by the applicable regulatory agencies.
105741001 Enttararitdoc
El Camino Real Water System Project April 24,2006
Carlsbad, California Project No. 105761001
Precautions shall be taken during the performance of site clearing, excavation, and grading
to protect the site from flooding, ponding, or inundation by surface runoff. Tempo-
rary provisions shall be made during the rainy season so that surface runoff is away
from and off the working site. Where low areas cannot be avoided, pumps shall be
provided to remove water as needed during periods of rainfall.
During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for
unprotected slopes to become saturated. Where needed, the contractor shall install
check dams, desilting basins, riprap, sandbags or other appropriate devices or
methods to reduce erosion and provide recommended conditions during inclement
weather.
During periods of rainfall, the geotechnical consultant shall be kept informed by the contrac-
tor of the nature of remedial or precautionary work being performed on site (e.g.,
pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.).
Following periods of rainfall, the contractor shall contact the geotechnical consultant and ar-
range a walk-over of the site in order to visually assess rain-related damage. The
geotechnical consultant may also recommend excavation and testing in order to aid
in the evaluation. At the request of the geotechnical consultant, the contractor shall
make excavations in order to aid in evaluation of the extent of rain-related damage.
Rain- or irrigation-related damage shall be considered to include, but may not be limited to,
erosion, silting, saturation, swelling, structural distress, and other adverse condi-
tions noted by the geotechnical consultant. Soil adversely affected shall be
classified as "Unsuitable Material" and shall be subject to overexcavation and re-
placement with compacted fill or to other remedial grading as recommended by the
geotechnical consultant.
Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than
1 foot shall be overexcavated to competent materials as evaluated by the geotechni-
cal consultant. Where adverse conditions extend to less than 1 foot in depth,
saturated and/or eroded materials may be processed in-place. Overexcavated or
in-place pocessed materials shall be moisture conditioned and compacted in accor-
dance with the recommendations provided in Section 5. If the desired results are
not achieved, the affected materials shall be overexcavated, moisture conditioned,
and compacted until the specifications are met.
Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot
shall be overexcavated and replaced as compacted fill in accordance with the appli-
cable specifications. Where adversely affected materials exist to depths of 1 foot or
less below proposed finished grade, remedial grading by moisture conditioning
in-place and compaction in accordance with the appropriate specifications may be
attempted. If the desired results are not achieved, the affected materials shall be
overexcavated, moisture conditioned, and compacted until the specifications are
met. As conditions dictate, other slope repair procedures may also be recommended
by the geotechnical consultant.
During construction, the contractor shall grade the site to provide positive drainage away
from structures and to keep water from ponding adjacent to structures. Water shall
El Camino Real Water System Project April 24,2006
Carlsbad, California Proj ect No. 105761001
not be allowed to damage adjacent properties. Positive drainage shall be maintained
by the contractor until permanent drainage and erosion reducing devices are in-
stalled in accordance with project plans.
IOJ76I001 BBthworiuloe
El Camino Real Water System Project
Carlsbad, California
April 24,2006
Project No. 105761001
DEFINITIONS OF TERMS
ALLUVIUM:
AS-GRADED (AS-BUILT):
BACKCUT:
BACKDRAIN:
BEDROCK:
BENCH:
BORROW (IMPORT):
BUTTRESS FILL:
CIVIL ENGINEER:
CLIENT:
COLLUVIUM:
Unconsolidated detrital deposits deposited by flowing water;
includes sediments deposited in river beds, canyons, flood
plains, lakes, fans at the foot of slopes, and in estuaries.
The site conditions upon completion of grading.
A temporary construction slope at the rear of earth-retaining
structures such as buttresses, shear keys, stabilization fills, or
retaining walls.
Generally a pipe-and-gravel or similar drainage system
placed behind earth-retaining structures such as buttresses,
stabilization fills, and retaining walls.
Relatively undisturbed in-place rock, either at the surface or
beneath surficial deposits of soil.
A relatively level step and near-vertical riser excavated into
sloping ground on which fill is to be placed.
Any fill material hauled to the project site from off-site areas.
A fill mass, the configuration of which is designed by engi-
neering calculations, to retain slopes containing adverse
geologic features. A buttress is generally specified by a key
width and depth and by a backcut angle. A buttress normally
contains a back drainage system.
The Registered Civil Engineer or consulting firm responsible
for preparation of the grading plans and surveying, and
evaluating as-graded topographic conditions.
COMPACTION:
The developer or a project-responsible authorized represen-
tative. The client has the responsibility of reviewing the
findings and recommendations made by the geotechnical
consultant and authorizing the contractor and/or other con-
sultants to perform work and/or provide services.
Generally loose deposits, usually found on the face or near
the base of slopes and brought there chiefly by gravity
through slow continuous downhill creep (see also Slope
Wash).
The densification of a fill by mechanical means.
10276100] EMdnnrk.doc
El Camino Real Water System Project
Carlsbad, California
April 24,2006
Project No. 105761001
CONTRACTOR:
DEBRIS:
ENGINEERED FELL:
ENGINEERING GEOLOGIST:
EROSION:
EXCAVATION:
EXISTING GRADE:
FILL:
FINISH GRADE:
GEOFABRIC:
GEOTECHNICAL CONSULTANT:
A person or company under contract or otherwise retained
by the client to perform demolition, grading, and other site
improvements.
The products of clearing, grubbing, and/or demolition, or
contaminated soil material unsuitable for reuse as compacted
fill, and/or any other material so designated by the geotech-
nical consultant.
A fill which the geotechnical consultant or the consultant's
representative has observed and/or tested during placement,
enabling the consultant to conclude that the fill has been
placed in substantial compliance with the recommendations
of the geotechnical consultant and the governing agency re-
quirements.
A geologist registered by the state licensing agency who ap-
plies geologic knowledge and principles to the exploration
and evaluation of naturally occurring rock and soil, as re-
lated to the design of civil works.
The wearing away of the ground surface as a result of the
movement of wind, water, and/or ice.
The mechanical removal of earth materials.
The ground surface configuration prior to grading; original
grade.
Any deposit of soil, rock, soil-rock blends, or other similar
materials placed by man.
The as-graded ground surface elevation that conforms to the
grading plan.
An engineering textile utilized in geotechnical applications
such as subgrade stabilization and filtering.
The geotechnical engineering and engineering geology con-
sulting firm retained to provide technical services for the
project. For the purpose of these specifications, observations
by the geotechnical consultant include observations by the
geotechnical engineer, engineering geologist and other per-
sons employed by and responsible to the geotechnical
consultant.
1(8761001 Brtnrafk.doc
El Camino Real Water System Project
Carlsbad, California
April 24,2006
Project No. 105761001
GEOTECHNICAL ENGINEER:
GRADING:
LANDSLIDE DEPOSITS:
OPTIMUM MOISTURE:
RELATIVE COMPACTION:
ROUGH GRADE:
SHEAR KEY:
SITE:
SLOPE:
SLOPE WASH:
SLOUGH:
A licensed civil engineer and geotechnical engineer, regis-
tered by the state licensing agency, who applies scientific
methods, engineering principles, and professional experience
to the acquisition, interpretation, and use of knowledge of
materials of the earth's crust to the resolution of engineering
problems. Geotechnical engineering encompasses many of
the engineering aspects of soil mechanics, rock mechanics,
geology, geophysics, hydrology, and related sciences.
Any operation consisting of excavation, filling, or combina-
tions thereof and associated operations.
Material, often porous and of low density, produced from
instability of natural or manmade slopes.
The moisture content that is considered optimum relative to
correction operations obtained from ASTM test method
D1557.
The degree of compaction (expressed as a percentage) of a
material as compared to the dry density obtained from
ASTM test method D 1557.
The ground surface configuration at which time the surface
elevations approximately conform to the project plan.
Similar to a subsurface buttress; however, it is generally con-
structed by excavating a slot within a natural slope in order
to stabilize the upper portion of the slope without encroach-
ing into the lower portion of the slope.
The particular parcel of land where grading is being per-
formed.
An inclined ground surface, the steepness of which is gener-
ally specified as a ratio of horizontal units to vertical units.
Soil and/or rock material that has been transported down a
slope by gravity assisted by the action of water not confined
to channels (see also Colluvium).
Loose, uncompacted fill material generated during grading
operations.
105761001 Bnlhwnfc.doe
El Camino Real Water System Project
Carlsbad, California
April 24,2006
Project No. 105761001
SOIL:
STABILIZATION FILL:
SUBDRAIN:
TAILINGS:
TERRACE:
TOPSOIL:
WINDROW:
Naturally occurring deposits of sand, silt, clay, etc., or com-
binations thereof.
A fill mass, the configuration of which is typically related to
slope height and is specified by the standards of practice for
enhancing the stability of locally adverse conditions. A stabi-
lization fill is normally specified by a key width and depth
and by a backcut angle. A stabilization fill may or may not
have a back drainage system specified.
Generally a pipe-and-gravel or similar drainage system
placed beneath a fill along the alignment of buried canyons
or former drainage channels.
Non-engineered fill which accumulates on or adjacent to
equipment haul roads.
A relatively level bench constructed on the face of a graded
slope surface for drainage and maintenance purposes.
The upper zone of soil or bedrock materials, which is usually
dark in color, loose, and contains organic materials.
A row of large rocks buried within engineered fill in accor-
dance with guidelines set forth by the geotechnical
consultant.
105761001 EMhworiuloe