DDW-2024-008848

SCALE:2 NONE
BLOW OFF DETAIL
1'-5 1/2"
2'X2'X2' GRAVEL BED WITH 1/2" (MIN)
TO 2" (MAX) CLEAN GRAVEL
1
4" WEEP HOLE
EXTEND GALVANIZED
ABOVE SURFACE & CAP END
COVER END OF PIPE
WITH GALVANIZED
THREADED CAP
(6" ABOVE FINISH GROUND)
WATERLINE FULL LENGTH
2" GATE VALVE (TYP.)
TRENCH BACKFILL
FINISH GRADE
WORD WATER CAST IN CENTER OF C.I. COVER
T-POST TO MARK LOCATION
CAST IRON SLIDING
TYPE VALVE BOX
SCALE:1 NONE
WATER VALVE BOX DETAIL
UNPAVED AREASPAVED AREAS
12"12"
PAVEMENT STRUCTURE
2 1
2 "ASPHALT
MIN. MATCH
EXISTING ELEVATION
FINISH GRADE
#4 BAR 16"
w/ FIBERS (TYP.)
CAST IRON SLIDING
TYPE VALVE BOX
GATE VALVE (TYP.)
SEE DETAIL W-03
FOR THRUST BLOCK INFO
WATER LINE
TRENCH BACKFILL
4- #4 BARS EVENLY
SPACED BOTH
WAYS (TYP.)
WORD "WATER" CAST IN
CENTER OF C.I. COVER FINISH
GRADE
CAST IRON SLIDING
TYPE VALVE BOX
SEE DETAIL W-03
FOR THRUST BLOCK INFO
24" SQUARE
48" SQUARE
12"
3"
8" MIN.4"
4"ARROW SKETCH SHOWING
DIRECTION OF FLOW IN
CONCRETE COLLAR
2" X 6" STAINLESS STEEL NIPPLE
W-01
CICWCD
WATER VALVE BOX AND BLOW OFF
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
KENNEDY FIRE HYDRANT WITH
STORZ FITTING
1.TOP OF VALVE BOX AND CONCRETE COLLAR
TO BE 1/4" BELOW FINAL GRADE.
CONCRETE THRUST BLOCK
WEEP HOLE
1
2" MIN. - 2" MAX. CLEAN GRAVEL
UNDISTURBED EARTH
6" DUCTILE IRON GATE VALVE
W/2" SQ AWWA NUT
FLANGE X MJ
(THRUST RESTRAINT)
STD. VALVE BOX RISER REQ'D
6" PVC PIPE THRUST RESTRAIN
LOCK JOINT REQ'D MEGA LUG
(O.A.E.)
MJ (THRUST RESTRAINT)
2'
VARIES
6"
TEE (MJ X FLANGE)
WATER MAIN
SEE PLAN FOR SIZE
CONCRETE
THRUST BLOCK
4"

M
I
N
.

6
"

M
A
X
CONC. SIDEWALK,
CURB & GUTTER
12"
MIN.
4'
NOTE:
SCALE:1 NONE
STANDARD FIRE HYDRANT DETAIL (PAVED)
COMPACT BACKFILL MATERIAL
TO 96% AASHTO T-180
KENNEDY FIRE HYDRANT WITH
STORZ FITTING
1.TOP OF VALVE BOX AND CONCRETE COLLAR
TO BE 1/4" BELOW FINAL GRADE.
CONCRETE THRUST BLOCK
WEEP HOLE
1
2" MIN. - 2" MAX. CLEAN GRAVEL
UNDISTURBED EARTH
6" DUCTILE IRON GATE VALVE
W/2" SQ AWWA NUT
FLANGE X MJ
(THRUST RESTRAINT)
STD. VALVE BOX RISER REQ'D
6" PVC PIPE
THRUST RESTRAIN LOCK JOINT
REQ'D MEGA LUG (O.A.E.)
MJ (THRUST RESTRAINT)
2'
0
"
SEE WATER VALVE BOX DETAIL
VARIES
6"
TEE (MJ X FLANGE)
WATER MAIN
SEE PLAN FOR SIZE
CONCRETE
THRUST BLOCK
4"

M
I
N
.

6
"

M
A
X
FINISH GRADE
12"
MIN.
4' 0"
NOTE:
SCALE:2 NONE
STANDARD FIRE HYDRANT DETAIL (UNPAVED)
COMPACT BACKFILL MATERIAL
TO 96% AASHTO T-180
SEE WATER VALVE BOX
DETAIL W-01
12"12"
W-02
CICWCD
STANDARD FIRE HYDRANT DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:1 NONE
THRUST BLOCKS
1.CONCRETE SHALL NOT BE PLACED AROUND
JOINTS AND BOLTS.
2.BLOCKING SHALL BE POURED IN PLACE
PORTLAND CEMENT CONCRETE A MINIMUM OF
12 INCHES THICK BETWEEN SOLID
UNDISTURBED OR COMPACTED EARTH AND
FITTING. THRUST BLOCK SHALL BE PLACED TO
PERMIT ACCESS TO THE PIPE AND FITTING.
3.MINIMUM BEARING AREAS ASSUME A
WORKING PRESSURE OF UP TO 150 PSI (TEST
PRESSURE 200 PSI) AND A MINIMUM SOIL
BEARING PRESSURE OF 2000 PSI. IF THESE
CONDITIONS ARE NOT MET, LARGER BLOCKING
WILL BE REQUIRED.
NOTE:
BEND TEE
PLUG TEE PLUG CROSS
REDUCER
PLUG CROSS
PLUG END
W-03
CICWCD
THRUST BLOCKS
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
8'
-
0
"

M
I
N
.
12"MIN.12"
MIN.
1'-4"
TYP.
SAW CUT ASPHALT
1" CLEARANCES (TYP.)
PIPE SIZE VARIES
BACKFILL ALL AROUND
SAW CUT ASPHALTABC
DE
F
H I
J S
6'-0"
SCALE:1 NONE
6" PRESSURE REDUCING VALVE W/2" BYPASS-PROFILE VIEW
LEGEND
NOTE:
1. UNLESS OTHERWISE SHOWN ALL MATERIALS PER BWPSSSD ENGINEERING STANDARDS
CONCRETE VAULT TOP (6'X 12')
MANHOLE RING AND COVER (RIBLESS)
x" X 6" FLANGED REDUCER (IF REQ'D)
6" FLANGED STEEL SPOOL WITH 2" OUTLET
2" GATE VALVE WITH HANDWHEEL
9" X 18" FOOTING W/ 3-#4 BARS
4' / X 8" THICK CONCRETE COLLAR
8" COMPACTED UNTREATED BASE
J
N
L
K
M
I
H
G
D
C
F
E
*NO.
A
B
CONCRETE SUPPORT BLOCKING
x" M.J. X FLANGE ADAPTOR
3" ASPHALT MAT
SUMP
MANHOLE STEP
GRADE RING(S)
ITEM
CEMENT LINED
CEMENT LINED
EPOXY COATED AND LINED
D&L A-1180 O.A.E.
DESCRIPTION
AMCOR UV6127T O.A.E.
W/ 40" / #4 BARS & FIBERS
(M.A. INDUSTRIES INC. O.A.E.)
Q
R
O
P 6" PRESSURE REDUCING VALVE
2" PRESSURE REDUCING VALVE
2" K-COPPER PIPE
AND FITTINGS AS SHOWN
6" GATE VALVE WITH HANDWHEEL NON-RISING STEM
WATTS ACV 115/6115 O.A.E.
S 3/4" TAPPS w/ PRESSURE GAUGE 2 1/2", 0-300 PSI, GLYCERIN FILLED
12" X 12" X 12" W/SUMP PUMP & GRATE
W-04B
CICWCD
6" PRESSURE REDUCING VALVE W/2" BYPASS
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
12'-0"
3'
-
0
"
6'
-
0
"
1" CLEARANCE (TYP.)
PIPE SIZE VARIES
A
F K L N
R
Q N L K
M O P O M
SCALE:4 NONE
6" PRESSURE REDUCING VALVE W/2" BYPASS-PLAN VIEW
LEGEND
NOTE:
1. UNLESS OTHERWISE SHOWN ALL MATERIALS PER BWPSSSD ENGINEERING STANDARDS
CONCRETE VAULT TOP (6'X 12')
MANHOLE RING AND COVER (RIBLESS)
x" X 6" FLANGED REDUCER (IF REQ'D)
6" FLANGED STEEL SPOOL WITH 2" OUTLET
2" GATE VALVE WITH HANDWHEEL
9" X 18" FOOTING W/ 3-#4 BARS
4' / X 8" THICK CONCRETE COLLAR
8" COMPACTED UNTREATED BASE
J
N
L
K
M
I
H
G
D
C
F
E
*NO.
A
B
CONCRETE SUPPORT BLOCKING
x" M.J. X FLANGE ADAPTOR
3" ASPHALT MAT
SUMP
MANHOLE STEP
GRADE RING(S)
ITEM
CEMENT LINED
CEMENT LINED
EPOXY COATED AND LINED
D&L A-1180 O.A.E.
DESCRIPTION
AMCOR UV6127T O.A.E.
W/ 40" / #4 BARS & FIBERS
(M.A. INDUSTRIES INC. O.A.E.)
Q
R
O
P 6" PRESSURE REDUCING VALVE
2" PRESSURE REDUCING VALVE
2" K-COPPER PIPE
AND FITTINGS AS SHOWN
6" GATE VALVE WITH HANDWHEEL NON-RISING STEM
WATTS ACV 115/6115 O.A.E.
S 3/4" TAPPS w/ PRESSURE GAUGE 2 1/2", 0-300 PSI, GLYCERIN FILLED
12" X 12" X 12" W/SUMP PUMP & GRATE
W-04A
CICWCD
6" PRESSURE REDUCING VALVE W/2" BYPASS
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
LP PL
METER
SIZE
BOX
DIAMETER
D&L RING
& COVER, OAE FORD
SETTER, OAE
1" 18" L-2241 VBHC 74-18W-44-44-G or Q
1 1/2" 24" B-5074 VBHH 76-18-44-66-G or Q
2"30" B-5076 VBHH 77-18-44-77-G or Q
CAST IRON METER
RING & LID
(AUTO READ)
2" HOLE
NATURAL GROUND
AROUND METER BOX
GENERALLY WATER METER TO BE
PLACED IN CCENTER OF LOT. (NOT IN
DRIVEWAY OR SIDEWALK) EXCEPT ON
TWIN HOME LOTS. (SEE NOTES)
DISTANCE VARIES
15' ON HIGH
SIDE OF ROAD
(TYP.)
WATER MAIN
PIPE SADDLE
1" MIN. POLY SERVICE LATERAL FROM MAIN (SEE NOTES)
(1-1/2" MIN. FOR TWIN HOME LOTS)
SCALE:1 NONE
1"-2" WATER METER-PLAN VIEW
SIDEWALK
PARKSTRIP
CURB AND GUTTER
W-05A
CICWCD
1"-2" WATER METER- PLAN VIEW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:1 NONE
3/4"-2" WATER METER-PROFILE VIEW
3/4" LATERAL ALLOWED ONLY BY APPROVAL OF THE DISTRICT
ENGINEER
ON TWIN HOME LOTS THE WATER METERS SHALL BE TEED OFF A
COMMON 1-1/2" MIN. LATERAL COMING FROM THE MAIN AND
PLACED ON EACH SIDE THE LOT DIVIDING LINE ACCORDING TO
THE LAYOUT OF THE HOMES.
1-
2-
NOTES:
2" ASPHALT
CURB BOX FORD MODEL #
EAZ-40-40-30R (O.A.E)
CAST IRON METER RING AND COVER
(SEE TABLE)
PULL TUFF TUBE
TO SURFACE,
CAP, AND MARK
WITH INDICATION
TAPE OR PAINT
METER LID MUST BE FULLY
SUPPORTED BY METER BOX
OR GRADE RING L-2250
22" MIN. 26" MAX. ± 1"
(NO EXCEPTIONS)
MASTER METER TO
BE INSTALLED BY
CICWCD
ZERO CLEARANCE
BETWEEN WALL OF
BOX AND CHECK
VALVE SIDE OF
WATER SETTER
1" TUFF TUBE
(LENGTH AS NEEDED)
TUFF TUBE ADAPTER
1"x12" BRASS NIPPLE
PLACE 1"x15" PVC PIPE
THROUGH HOLE FOR
STABILIZATION
METER BOX HDP A.D.S. N-12 (O.A.E.)
CORRUGATED POLYETHYLENE PIPE CORRUGATED
EXTERIOR/ SMOOTH INTERIOR (SEE TABLE)
WHITE INSIDE COLOR, BOX TO BE A CONTINUOUS
PIECE OF PIPE WITH NO EXTENSIONS
CURB STOP FORD MODEL
B11-444 (O.A.E.), 1" BALL
VALVE, 1" FM I.P.T. x 1" FM
1.P.T.
1" MIN. POLY SERVICE
PIPE (O.A.E.) (TUFF TUBE)
SADDLE CLAMP
(STAINLESS STEEL)
VARIES
7' PARKSTRIP
SIDEWALK
VARIES
22
"

M
I
N
26
"

M
A
X
40
"

M
I
N
BEDDING
COMPACTED
BACK FILL
6" BASE COURSE
W-05B
CICWCD
3/4"-2" WATER METER- PROFILE VIEW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
NOTES:
1. MATCH EXISTING SERVICE. BEND PIPE AROUND OBSTRUCTION.
2. THRUST BLOCKS: NOT REQUIRED FOR FLANGE, WELDED, OR RESTRAINED JOINT PIPE SYSTEMS.
3. WATERLINES SHALL MAINTAIN 10 FOOT HORIZONTAL SEPERATION (EDGE TO EDGE) AND 18" VERTICAL SEPERATION FROM SEWERLINES.
WHEN CROSSING SEWER LINES, LOOP WATER MAINS OVER TOP OF SEWER LINES AND MAINTAIN MINIMUM 18" VERTICAL SEPERATION
4.CONTRACTOR SHALL SUBMIT DETAILS OF RESTRAINED JOINT PIPE TO ENGINEER FOR
5.APPROVAL PRIOR TO INSTALLATION.
C 18" 12"
D MIN FULL PIPE LENGTH O.D. + 12"
No. OBSTRUCTION OTHER
SEWER MAIN
TABLE OF DIMENSIONS
SCALE:1 NONE
WATERLINE UTILITY CROSSING DETAIL
STAINLESS STEEL OR EPOXY
COATED STEEL TIE RODS
MEGA LUGS
FOLLOWERS
(EXISTING PIPE)
MEGA LUGS FOLLOWERS
45° BEND
STAINLESS STEEL OR EPOXY
COATED STEEL TIE RODS
CONCRETE THRUST BLOCKS
MEGA LUGS FOLLOWERS
CONCRETE THRUST BLOCKS
45° BEND
MEGA LUGS
FOLLOWERS
12"
D
MINIMUM
C
MI
N
I
M
U
M
W-06
CICWCD
WATERLINE UTILITY CROSSING
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
A
F S
Q
P
O
KL
M
N
M
LK
O
G
PIPE SIZE VARIES
SCALE:1 NONE
WATER METER WITH FIRE FLOW-PLAN VIEW
1" CLEARANCES (TYP.)
4-
0
"
2'-6"
VARIES
12"
MIN.
1" CLEARANCES
(TYP.)
E
F
A BT
S
C
H I
J
BACKFILL ALL AROUND
SAW CUT
ASPHALT (TYP.)
R
SCALE:2 NONE
WATER METER WITH FIRE FLOW-PROFILE VIEW
PIPE SIZE VARIES
3'
-
6
"

M
I
N
.
1'-4"
TYP
12"
15"
15"
MIN.3'-0"12"
MIN.
CENTERED IN BOX
D
NO.*ITEM DESCRIPTION 6" MIN. FLANGE ADAPTOR
8" COMPACTED UNTREATED BASE
GRADE RING(S)
MANHOLE STEP
SUMP
CONCRETE SUPPORT BLOCKING
4' / X 8" THICK CONCRETE COLLAR
9" X 18" FOOTING W/ 3-#4 BARS
CEMENT LINED
(M.A. INDUSTRIES INC. O.A.E.)
W/ 40" / #4 BARS & FIBERS
A
6" SINGLE DETECTOR CHECK VALVE
6" GATE VALVE WITH HANDWHEEL
x" X 6" FLANGED REDUCER (IF REQ'D)
WATTS SERIES SS07F O.A.E.
CEMENT LINEDMANHOLE RING AND COVER (RIBLESS)D&L A-1180 O.A.E.
3" ASPHALT MAT
CONCRETE VAULT TOP (6'X 12')AMCOR UV6127T O.A.E.
CICWCD WATER MAIN
GATE VALVE WITH BOX
CEMENT LINED
SEE W1
NON-RISING STEM
18" DIA. HDPE PIPE
RING & LID w/ 2" HOLE
30"x30"x8" THICK CONCRETE COLLAR
PER PIPE SPEC.
D&L-2241 O.A.E.
NOTE:
1. ALL MATERIALS PER CICWCD ENGINEERING STANDARDS UNLESS OTHERWISE SHOWN
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
6" MIN. D.I. PIPE (TO OUTSIDE OF VAULT)
12" X 12" X 12" W/SUMP PUMP & GRATE
W-07A
CICWCD
WATER METER WITH FIRE FLOW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
A
F N X Z N
U
T
S
KLO
R
V
Q
P
OL
K
S
G
NO.*ITEM DESCRIPTION
6" MIN. FLANGE ADAPTOR
8" COMPACTED UNTREATED BASE
GRADE RING(S)
MANHOLE STEP
SUMP
CONCRETE SUPPORT BLOCKING
4' / X 8" THICK CONCRETE COLLAR
9" X 18" FOOTING W/ 3-#4 BARS
CEMENT LINED
(M.A. INDUSTRIES INC. O.A.E.)
W/ 40" / #4 BARS & FIBERS
A
6" SINGLE DETECTOR CHECK VALVE
6" GATE VALVE WITH HANDWHEEL
2" GATE VALVE WITH 4" NIPPLE
6" FLANGED STEEL SPOOL WITH 2" OUTLET
x" X 6" FLANGED REDUCER (IF REQ'D)
WATTS SERIES 07F O.A.E.
EPOXY COATED AND LINED
CEMENT LINED
MANHOLE RING AND COVER (RIBLESS)D&L A-1180 O.A.E.
3" ASPHALT MAT
CONCRETE VAULT TOP (6'X 12')AMCOR UV6127T O.A.E.
6" PRESSURE REDUCING VALVE (IF REQ'D)
CITY WATER MAIN
GATE VALVE WITH BOX
CEMENT LINED
SEE W1
6" FLANGED SPOOL 12" LONG CEMENT LINED
NON-RISING STEM
COMPOUND W/ STRAINER
18" DIA. HDPE PIPE
RING & LID w/ 2" HOLE
30"x30"x8" THICK CONCRETE COLLAR
PER PIPE SPEC.
D&L-2241 O.A.E.
2" PRESSURE REDUCING VALVE WATTS ACV 115/6115 O.A.E
PIPE SIZE VARIES
NOTE:
1. ALL MATERIALS PER CICWCD ENGINEERING STANDARDS UNLESS OTHERWISE SHOWN
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
U
V
W
X
Y
Z
6" COMPOUND FLOW METER
(PURCHASED FROM CITY)
6" MIN. D.I. PIPE
(TO OUTSIDE OF VAULT)
12" X 12" X 12" W/SUMP PUMP & GRATE
SCALE:1 NONE
WATER METER WITH FIRE FLOW-PLAN VIEW
1" CLEARANCES (TYP.)
M
6'
-
0
"
3'-0"
12'-0"
3'-0"
MIN.
12"
MIN.
M
W-07A
CICWCD
WATER METER WITH FIRE FLOW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
1" CLEARANCES
(TYP.)
E
F A B Y
X
C
H I
J
BACKFILL ALL AROUND
SAW CUT
ASPHALT (TYP.)
W
NO.*ITEM DESCRIPTION
6" MIN. FLANGE ADAPTOR
8" COMPACTED UNTREATED BASE
GRADE RING(S)
MANHOLE STEP
SUMP
CONCRETE SUPPORT BLOCKING
4' / X 8" THICK CONCRETE COLLAR
9" X 18" FOOTING W/ 3-#4 BARS
CEMENT LINED
(M.A. INDUSTRIES INC. O.A.E.)
W/ 40" / #4 BARS & FIBERS
A
6" SINGLE DETECTOR CHECK VALVE
6" GATE VALVE WITH HANDWHEEL
2" GATE VALVE WITH 4" NIPPLE
6" FLANGED STEEL SPOOL WITH 2" OUTLET
x" X 6" FLANGED REDUCER (IF REQ'D)
WATTS SERIES 07F O.A.E.
EPOXY COATED AND LINED
CEMENT LINED
MANHOLE RING AND COVER (RIBLESS)D&L A-1180 O.A.E.
3" ASPHALT MAT
CONCRETE VAULT TOP (6'X 12')AMCOR UV6127T O.A.E.
6" PRESSURE REDUCING VALVE (IF REQ'D)
CITY WATER MAIN
GATE VALVE WITH BOX
CEMENT LINED
SEE W1
6" FLANGED SPOOL 12" LONG CEMENT LINED
NON-RISING STEM
COMPOUND W/ STRAINER
18" DIA. HDPE PIPE
RING & LID w/ 2" HOLE
30"x30"x8" THICK CONCRETE COLLAR
PER PIPE SPEC.
D&L-2241 O.A.E.
2" PRESSURE REDUCING VALVE WATTS ACV 115/6115 O.A.E
NOTE:
1. ALL MATERIALS PER CICWCD ENGINEERING STANDARDS UNLESS OTHERWISE SHOWN
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
U
V
W
X
Y
Z
6" COMPOUND FLOW METER
(PURCHASED FROM CITY)
6" MIN. D.I. PIPE
(TO OUTSIDE OF VAULT)
12" X 12" X 12" W/SUMP PUMP & GRATE
SCALE:2 NONE
WATER METER WITH FIRE FLOW-PROFILE VIEW
PIPE SIZE VARIES
3'
-
6
"

M
I
N
.
1'-4"
TYP
12"
15"
15"
MIN.
30"
3'-0"12"
MIN.
CENTERED IN BOX
D
W-07B
CICWCD
WATER METER WITH FIRE FLOW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
CONSTRUCTION IN UNIMPROVED AREAS
3
4" SAND OR GRAVEL BACKFILL IN THE PIPE ZONE. PIPE
ZONE EXTENDS A MINIMUM 12 INCHES ABOVE TOP OF
PIPE TO A MINIMUM 6 INCHES BELOW BOTTOM OF PIPE.
PLACE IN A MAXIMUM 12 INCH LIFTS COMPACTED TO
90% OF MINIMUM MODIFIED PROCTOR DENSITY AS
DETERMINED BY ASTM D-1557
MINIMUM WIDTH OF TRENCH IN PIPE
ZONE IS 2X PIPE O.D.
CONSTRUCTION IN STREETS, OR OTHER
PAVED AREAS
SCALE:1 NONE
TRENCH DETAIL
GRANULAR BACKFILL ACCORDING TO SECTION 2.01
PLACED IN MAX. 12 INCH LIFTS COMPACTED TO 90% OF
MINIMUM MODIFIED PROCTOR DENSITY AS
DETERMINED BY ASTM D-1557
INSTALL WARNING TAPE 18" ABOVE
WATER LINE
8 INCH MIN. TRENCH BOTTOM
STABILIZATION MATERIAL TO BE USED
AT THE DIRECTION OF THE ENGINEER
TO REINFORCE UNSTABLE EXISTING
MATERIALS.
GRANULAR BACKFILL OR APPROVED
EXCAVATED MATERIAL PLACED IN
MAXIMUM 12 INCH LIFTS
COMPACTED TO 95% OF MINIMUM
MODIFIED PROCTOR DENSITY AS
DETERMINED BY ASTM D-1557
8" COMPACTED ROAD BASE
3" MIN. BITUMINOUS SURFACE COURSE
36
"

M
I
N
6"

M
I
N
12
"

M
I
N
14 GAUGE TRACER WIRE TO BE PLACED
AND SECURED ON TOP OF ALL NON-METALLIC
PIPE. WIRE TO EXTEND THROUGH VAULTS
AND PULLED THROUGH VALVE CANS.
W-08
CICWCD
TRENCH DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
12
"
MI
N
.
12
"
6"
SCALE:1 NONE
AIR RELEASE VALVE DETAIL
30" C.I. MANHOLE RING AND COVER D&L
SUPPLY A-118D (VENTED) OR EQUAL
GRADE 6 RINGS WHERE REQ.
PRE-CAST FLAT CONC. LID W/30"
DIA. OPENING H-20 LOADING
5' DIA. CONC. MANHOLE 4' DEPTH
WATER MAIN
GRADING ROCK 1" MAX. DIA.
MUSHROOM VENT
2" GALV. STEEL PIPE
AND BENDS GROUT
2" COMBINATION AIR RELEASE VALVE
APCO 145 C OR EQUAL
2" CORP. STOP BRASS 2"
NIPPLE TAPPED TO MAIN
BRASS 2" NIPPLE
BRASS 2" BALL VALVE
UNION
W-09
CICWCD
AIR RELEASE VALVE DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
STEEL PIPE CASING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A283, GRADE B, C, OR D.
ALL JOINTS SHALL BE WELDED. INTERIOR JOINTS SHALL BE GROUND TO A SMOOTH FINISH. ALL
WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWWA C206, "AWWA STANDARD FOR FIELD
WELDING OF STEEL WATER PIPE." COATINGS FOR STEEL CASING ARE NOT REQUIRED.
STEEL PIPE CASING SHALL BE INSTALLED SYMMETRICAL ABOUT WATER MAIN CENTERLINE (TYP).
PIPE CASING SHALL BE LAID TRUE TO LINE AND GRADE WITH NO BENDS OR CHANGES IN GRADE FOR
THE FULL LENGTH OF THE CASING.
AGENCY APPROVED CASING SPACERS AND END SEALS SHALL BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS. USE A "CENTERED CONFIGURATION AND PROVIDE THE MANUFACTURER WITH THE
FOLLOWING: (PIPE O.D., CASING I.D., AND CASING LENGTH.
ALL PIPE JOINTS WITHIN THE CASING ARE TO BE RESTRAINED.
CASING TO BE FILLED WITH SAND OR GROUT AS APPROVED BY AGENCY.
PIPE SIZE CASING O.D.THICKNESS *
CARRIER PIPE
6"
8"
10"
12"
16"
18"
20"
24"
16"
18"
20"
24"
30"
30"
36"
42"
1/4"
1/4"
5/16"
5/16"
3/8"
3/8"
1/2"
1/2"
NOTE:
1.
2.
3.
4.
5.
CASING INSTALLATIONS OVER 25 FEET BELOW
FINISH GRADE TO HAVE THICKNESS DETERMINED
BY A UTAH LICENSED PROFESSIONAL ENGINEER.
CASING INSTALLATIONS UNDER RAILROAD
TRACKS TO HAVE THICKNESS DETERMINED
BY A UTAH LICENSED PROFESSIONAL ENGINEER
AND APPROVED BY UNION PACIFIC RAILROAD.
*
*
CROSS-SECTION
PIPE CASING
2'-0"10'-0"
MAX (TYP)
2'-0"
18
"
MI
N
.
10'-0"
MIN (TYP)
10'-0"
MIN (TYP)
SCALE:1 NONE
CARRIER PIPE DETAIL- CROSS SECTION
STAINLESS STEEL CLAMP BANDS
OVER LAPPING RUBBER END SEAL
PLACEMENT OF SPACERS
ON CARRIER PIPE PER
MANUFACTURER SPECIFICATIONS
CASING THICKNESS (SEE TABLE BELOW)
NOT TO EXCEED DEFLECTION OF PIPE
CARRIER PIPECONFIGURATION
CENTERED
CARRIER PIPE
CASING
SPACER
ANGLES TO BE CONSTANT AROUND ENTIRE
CIRCUMFERENCE OF THE PIPE. NUMBER OF
SPACERS PER MANUFACTURER'S
SPECIFICATIONS
W-10
CICWCD
CARRIER PIPE DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
APPROVED DOUBLE CHECK DETECTOR OR REDUCED
MIN 3/8" NON CASE HARDENED CHAIN WITH
LOCK (KEY TO BE GIVEN TO FIRE DEPARTMENT)
OS & Y GATE VALVE
PIPE SUPPORT
4" CONCRETE SLAB - 36" WIDE WITH
4" THICK AGGREGATE BASE
THRUST BLOCK WITH #5 REBARS
1. DOUBLE CHECK OR REDUCED PRESSURE PRINCIPLE DETECTOR ASSEMBLY TO BE APPROVED
2. ALL MATERIALS SHALL BE U.L. - F.M. APPROVED
3. TYPICAL LINE DRAWING. ACTUAL INSTALLATION MAY VARY WITH FIELD CONDITIONS
AND FIRE DEPARTMENT REQUIREMENTS.
4. ALL JOINTS BETWEEN MAIN AND DETECTOR CHECK SHALL BE FLANGED CONNECTED.
VARYING LENGTH
NOTES:
ATTENTION:
NO WATER IS TO BE DRAWN THROUGH
BACKFLOW DEVICE UNTIL THE SYSTEM
PRESSURE PRINCIPLE ASSEMBLY WITH BYPASS METER
AND HAS BEEN TESTED BY A CERTIFIED
TESTER & CICWCD ACCEPTS THE REPORT.
PER CICWCD.
SCALE:11 NONE
BACKFLOW DETAIL
APPROVED PER SS-96
FINISH GRADE
TO BLDG.
TO PUBLIC
WATER MAIN
12" MIN
CLEARANCE
TAMPER SWITCH
18" MIN
1 1/4"
4
6
2 1
4
5 6
4
3
1
2
3
4
5
6
7
77
W-11
CICWCD
BACKFLOW DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
PLAN VIEW
NO.ITEM
LEGEND
MECHANICAL JOINT RESTRAINT (MEGALUG O.A.E) INSTALLED FLUSH AGAINST VAULT
PRESSURE GUAGE AND HOSE BIB SEE DETAIL A
MAGMETER (ENDRESS HAUSER O.A.E) W/ REMOTE MOUNT
GATE VALVE (MUELLER RESILIENT O.A.E)
BYPASS CHECK VALVE OR CHECKING PRV (APCO O.A.E OR CLA-VAL #93-01-ASCDKC)
BYPASS MAGMETER (ENDRESS HAUSER O.A.E) W/ REMOTE MOUNT
BYPASS GATE VALVE (MUELLER RESILIENT O.A.E)
FLANGED BYPASS MAXIMUN OF 2 SIZES SMALLER THAN MAIN
30" MANHOLE ACCESS (D&L A-1180 COVER O.A.E)
RING & LID (D&L-2241 O.A.E.)
PIPE SUPPORT (TYP.)
GALVANIZED STEEL/HDPE LADDER (RUNGS SPACED 9" APART O.C.)
12" x 12" x 2" CONCRETE BLOCK (TYP.)
QUANTITY
2
2
2
1
1
1
1
1
1
1
1
3
3
ENGINEERED PRECAST CONCRETE VAULT, SIZE TO BE DETERMINED BY CICWCD 1
CHECK VALVE OR CHECKING PRV (APCO O.A.E OR CLA-VAL #93-01-BCSDKC)
1
RTU PEDESTAL SEE DETAIL D 1
LENGTH VARIES
1TIE ROD STYLE DISMANTLING JOINT (ROMAC DJ400 O.A.E.)
VA
R
I
E
S
2THREADED SUBMERSIBLE TRANSDUCER 0-150 PSI RANGE (KPSI O.A.E)
SCALE:1 NONE
PIPE FIXTURES: PLAN VIEW
FLOW
1'

M
I
N
.
2' MIN
1' MIN.
2X DIA. OF PIPE 5X DIA. OF PIPE
1
2
18
10
3 4 5
13 3
12 11
18
1
9
1
17
8768
17
13 12
16
10
2
17
3
4
1
5
14
15
18
13
12
11
9
8
7
6
16
W-12A
CICWCD
PIPE FIXTURES: PLAN VIEW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
36"
13
"
RTU PEDESTAL PLAN VIEW
FLOW TRANSMITTER MOUNTING DETAIL PLAN VIEW
6"
2'

0
"
4'

0
"
1'-4"
ELECTRICAL SERVICE PEDESTAL ELEVATION
SCALE:1 1
ASSORTED DETAILS
1/16" THICK ALUMINUM
FABRICATED BRACKET TO
LOCATE FLOW TRANSMITTER
INDICATOR 1/2" BEHIND WINDOW
IN DOOR
FLOW TRANSMITTER
BACK PANEL
ANTENNA MAST PVC CONDUITS (TYP.)
CONCRETE
RTU CABINETANCHOR BOLTS
W-12B
CICWCD
ASSORTED DETAILS
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:1 NONE
METER PEDESTAL FOR RISER CONNECTION
POWER CONNECTION TO POLE
#113-36-11, 190001 TO BE
COORDINATED WITH ROCKY
MOUNTAIN POWER
TYPICAL GALVANIZED STEEL
METER PEDESTAL SUPPORTS
TYPICAL WEATHER SEALED
METER BOX W/ POWER
DISCONNECT PER ROCKY
MOUNTAIN POWER SPECS
1" RIGID STEEL CONDUIT
GRADE
LINE TO METER VAULT TO
BE LAID BY CONTRACTOR
METER PEDESTAL SHALL BE
INSTALLED AT A 3' MIN. AND 6'
MAX.DISTANCE FROM EXISTING
POWER POLE
W-12C
CICWCD
METER PEDESTAL FOR RISER CONNECTION
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
RTU PEDESTAL FRONT ELEVATION RTU PEDESTAL BACK ELEVATION
1/
2
"
SCALE:1 NONE
RTU PEDESTAL ELEVATIONS- FRONT AND BACK
ANTENNA MAST
HOFFMAN A36P30 PANEL
INSIDE ENCLOSURE
ATTACHED TO REAR
VERTICAL STRUT WITH
THREE HORIZONTAL 1-5/8"
X 13/16" STRUTS. USE
STRUT NUTS AND BOLTS.
TOP OF DOOR
WINDOW CENTER
FLOW TRANSMITTER
BEHIND WINDOW
(NOT SHOWN
SEE DETAIL)
GRADE GRADE
ANTENNA MAST
STUB 1" CONDUIT
INSIDE 2" MAST
SEE ENLARGED STEEL
PLATE VIEW
WELD PIPE TO PLATE
CONTINUOUS ON
BOTH SIDES OF PIPE
4 9
16" DIA. HOLES 1" LB
SEALANT REQUIRED
1" RIGID STEEL
CONDUIT
W-12D
CICWCD
RTU PEDESTAL ELEVATIONS
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
24
"
30
"
SCALE:1 NONE
RTU PEDESTAL SIDE ELEVATION
ANTENNA MAST, INSTALLED
BY CONTRACTOR. 16" LENGTH
OF 2" SCHEDULE 40 GALVANIZED
STEEL PIPE WITH A 8" X
15" X 1/2" STEEL PLATE
WELDED TO THE SIDE AT THE
BOTTOM. HOT GALVANIZED AFTER
FABRICATION. WEATHERHEAD ON
TOP. ANTENNA AND CABLE
INSTALLED BY CICWCD.
4 MAST ANCHOR BOLTS. 1/2"
X 12" GALVANIZED
FORMED CONCRETE
PVC CONDUITS (TYP)
(SEE PROJECT DRAWINGS FOR
SPECIFIC REQUIREMENTS)
RTU CABINET ECONOLITE 49"
BASE MOUNT "M" CABINET WITH
POLICE DOOR DELETED. INTERIOR
COMPONENTS INSTALLED BY
CICWCD.
CABINET FRONT
2 ANCHOR BOLTS
1/2" X 12" GALVANIZED
45° FORMED ANGLE
GRADE
W-12E
CICWCD
RTU PEDESTAL SIDE ELVATION
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
2"
3" MIN.
VENT PIPE NOTES:
1. WHEN VENT PIPES ARE INSTALLED GREATER THAN 36" APART, BOTH
VENT PIPES SHALL BE 30" HIGH.
2. WHEN VENT PIPES ARE INSTALLED LESS THAN 36" FROM EACH OTHER,
THE EXHAUST VENT SHALL BE 36" HIGH AND INTAKE SHALL BE 24" HIGH.
3. INSTALL INTAKE VENT PIPE END 18" ABOVE VAULT FLOOR.
4. INSTALL EXHAUST FAN A MINIMUM OF 48" ABOVE VAULT FLOOR
SCALE:1 NONE
VENT PIPE SIDE PENETRATION
GALV. STEEL VENT CAP
WITH #14 STAINLESS
REMOVABLE MESH SCREEN
(TYP.)
VENT PIPE 4" SCH 10
GALV. STEEL
11
2'x11
2'x4" CONCRETE
PAD IN PARK STRIP
2" OF GRAVEL
CORE & GROUT FOR
PIPE PENETRATION
PIPE CLAMP (TYP)
1 1
4"
W-12F
CICWCD
VENT PIPE SIDE PENETRATION
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
CHECK VALVE MAY BE REPLACED BY CHECKING PRV IF
NECESSARY.
LINE IN VAULT MAY BE REDUCED TO DECREASE THE SIZE
OF METER AS APPROVED CICWCD.
A MINIMUM OF (3) PIPE SUPPORTS TO BE PLACED UNDER
MAIN AND BYPASS LINES
BYPASS SHALL BE A MAXIMUM OF 2 SIZES SMALLER THAN
MAINLINE UNLESS APPROVED BY CICWCD
NOTE:
1.
2.
3.
4.
PLAN VIEW
1
NO.ITEM
1
LEGEND
GATE VALVE (MULLER RESILIENT SEAT OR APPROVED EQUAL)
2
3
4
5
6
7
8
MAGMETER (ENDRESS HAUSER OR APPROVED EQUAL)
CHECK VALVE (APCO OR APPROVED EQUAL)
TEE
PIPE SUPPORTS
12" X 12" X 12" SUMP W/PUMP & GRATE
24" MIN. MANHOLE ACCESS W/ CAST IRON LID
24" TO 38" SECONDARY MAINTENANCE ACCESS (D&L 1426 COVER OR APPROVED EQUAL
PROFILE VIEW
9 GALVANIZED STEEL/HDPE LADDER (RUNGS SPACED 9" APART O.C.)
2' MIN. FROM WALL
TO O.D. OF PIPE
2' MIN. FROM WALL
TO O.D. OF PIPE
3 X DIA. OF PIPE 2 X DIA. OF PIPE
BYPASS
FLOW
FLOW
AMCO PRECAST CONCRETE VAULT
SCALE:1 NONE
PIPE FIXTURES: PLAN & PROFILE VIEW
FINISH GROUND
1 2 3 1
8
1 43
214
7
1
9
7 8
1
4
32
4
5
6
W-12G
CICWCD
PIPE FIXTURES: PLAN & PROFILE VIEW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
PROFILE VIEW
NO.ITEM
LEGEND
MECHANICAL JOINT RESTRAINT (MEGALUG O.A.E) INSTALLED FLUSH AGAINST VAULT
PRESSURE GUAGE AND HOSE BIB SEE DETAIL A
MAGMETER (ENDRESS HAUSER O.A.E) W/ REMOTE MOUNT
GATE VALVE (MUELLER RESILIENT O.A.E)
BYPASS CHECK VALVE OR CHECKING PRV (APCO O.A.E OR CLA-VAL #93-01-ASCDKC)
BYPASS MAGMETER (ENDRESS HAUSER O.A.E) W/ REMOTE MOUNT
BYPASS GATE VALVE (MUELLER RESILIENT O.A.E)
FLANGED BYPASS MAXIMUN OF 2 SIZES SMALLER THAN MAIN
30" MANHOLE ACCESS (D&L A-1180 COVER O.A.E)
RING & LID (D&L-2241 O.A.E.)
PIPE SUPPORT (TYP.)
GALVANIZED STEEL/HDPE LADDER (RUNGS SPACED 9" APART O.C.)
12" x 12" x 2" CONCRETE BLOCK (TYP.)
QUANTITY
2
2
2
1
1
1
1
1
1
1
1
3
3
ENGINEERED PRECAST CONCRETE VAULT, SIZE TO BE DETERMINED BY CICWCD 1
CHECK VALVE OR CHECKING PRV (APCO O.A.E OR CLA-VAL #93-01-BCSDKC)
1
RTU PEDESTAL SEE DETAIL D 1
1TIE ROD STYLE DISMANTLING JOINT (ROMAC DJ400 O.A.E.)
6'
2THREADED SUBMERSIBLE TRANSDUCER 0-150 PSI RANGE (KPSI O.A.E)
5 X DIA. OF PIPE
2 X DIA. OF PIPE
FLOWFLOW
4" THICK DRAIN GRAVEL
10
2 2
18 18
3 34
1
5
14
15
17
14
15
14
15
10
2
17
3
4
1
5
14
15
18
13
12
11
9
8
7
6
16
SCALE:1 NONE
PIPE FIXTURES: PROFILE VIEW
W-12H
CICWCD
PIPE FIXTURES: PROFILE VIEW
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
PRESSURE GAUGE W/ HOSE BIB
W-13
CICWCD
PRESSURE GAUGE W/ HOSE BIB
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:1 NONE
HOT TAP PLAN VIEW
SCALE:2 NONE
HOT TAP SECTION VIEW
WATER MAIN
CONCRETE THRUST BLOCK
DUAL BAND EPOXY
COATED SADDLE
SEE PLAN FOR WATER
MAIN SIZE
STD. VALVE
BOX RISER REQ'D
SEE WATER VALVE
BOX DETAIL
HOT TAP DUCTILE IRON
GATE VALVE W/2" SQ AWWA NUT
FLANGE X MJ
(THRUST RESTRAINT)
DUAL BAND EPOXY
COATED SADDLE
SEE PLAN FOR WATER
MAIN SIZE
CONCRETE THRUST BLOCK
WATER MAIN
DUCTILE IRON
GATE VALVE W/2" SQ AWWA NUT
FLANGE X MJ
(THRUST RESTRAINT)
HOT TAP
W-16
CICWCD
HOT TAP
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:2 NONE
TYPICAL UNDERGROUND STREAM CROSSING
40
"

M
I
N
.
INSTALL SHUT OFF VALVE, SAMPLING TAP,
AND PRESSURE GAUGE. PER DETAIL A
ABOVE THE HIGH FLOW LINE OF THE WATER
INSTALL SHUT OFF VALVE AND SAMPLING TAPS
PER DETAIL B
ABOVE THE HIGH FLOW LINE OF THE WATER
EXISTING STREAM
BOTTOM
NOTES:
1.PROPOSED WATERLINE TO BE INSTALLED AT A MIN.
DEPTH OF 40" BELOW THE SURFACE OF THE CHANNEL.
2.PIPE JOINTS SHALL HAVE RESTRAINED JOINTS WITHIN
THE SURFACE WATER COURSE AND FLEXIBLE JOINTS
AT THE EDGES.
A
VAR SCALE: N.T.S
SAMPLING TAP & GATE VALVE VAULT
30" C.I. MANHOLE RING AND COVER D&L
SUPPLY A-118D (VENTED) OR EQUAL
ENGRAVED "WATER"
GRADE RINGS WHERE REQUIRED
PRE-CAST FLAT CONC. LID W/30" DIA.
OPENING H-20 LOADING
3' DIA. CONCRETE MANHOLE
4'-0" MIN DEPTH
SMOOTH NOSE SAMPLING TAP
WATER MAIN GATE VALVE
GROUT
GRADING ROCK 1" MAX. DIA.
B
VAR SCALE: N.T.S
SAMPLING TAP & GATE VALVE VAULT
30" C.I. MANHOLE RING AND COVER D&L
SUPPLY A-118D (VENTED) OR EQUAL
ENGRAVED "WATER"
GRADE RINGS WHERE REQUIRED
PRE-CAST FLAT CONC. LID W/30" DIA.
OPENING H-20 LOADING
3' DIA. CONCRETE MANHOLE
4'-0" MIN DEPTH
PRESSURE GAUGE ON
UNDERGROUND CROSSING
SIDE OF VALVE
WATER MAIN
GATE VALVE
GROUT
GRADING ROCK 1" MAX. DIA.
SCALE:1 NONE
TYPICAL ABOVE WATER CROSSING
PIPE SHALL BE PROPERLY SUPPORTED
AND ANCHORED
EXISTING STREAM
BOTTOM
NOTES:
1.PROPOSED WATERLINE TO BE INSTALLED IN A SLIP
CASING WITH SPACERS. CASING SHALL BE MINIMUM 4
INCHES LARGER DIAMETER. AIR GAP AND CASING
SHALL BE INSULATED AS CALCULATED BASED ON PIPE
WALL THICKNESS .
SMOOTH NOSE SAMPLING TAP
W-17
CICWCD
STREAM CROSSING DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
SCALE:1 NONE
JOINT RESTRAINT DETAIL
INSTALL JOINT RESTRAINTS TWO PIPE LENGTHS
BEFORE AND AFTER ALL 90°, 45°, 22.5° AND 11.25° BENDS
BEND
THRUST BLOCK
W-18
CICWCD
JOINT RESTRAINT DETAIL
IRON COUNTY, UTAH
STANDARD DETAILS
PROJECT #DATE
SU1037 07/12/2022
CICWCD
88 E Fiddlers Canyon Rd. Suite 220
Cedar City, Utah 84721
Phone [phone]
Fax [phone]
06/2024 INSIDE COVER
SU1037E PAGE 00001 - 1
CENTRAL IRON COUNTY
WATER CONSERVANCY DISTRICT
CULINARY WATER SYSTEM CONSTRUCTION
SPECIFICATIONS
TABLE OF CONTENTS
SECTION PAGE(S)
C001 Cover.............................................................................................................00001 - 1 to 1
C003 Table of Contents ..........................................................................................00003 - 1 to 1
TECHNICAL SPECIFICATIONS
DIVISION 1 - GENERAL REQUIREMENTS
01010 Summary of Work.........................................................................................01010 - 1 to 2
01070 Abbreviations/Definitions.............................................................................01070 - 1 to 2
01090 Reference Standards......................................................................................01090 - 1 to 2
01300 Contractor Submittals....................................................................................01300 - 1 to 3
01410 Testing Agency Services...............................................................................01410 - 1 to 3
01440 Quality Control Materials Testing.................................................................01440 - 1 to 5
DIVISION 2 - SITEWORK
02110 Clearing, Grubbing and Stripping.................................................................02110 - 1 to 2
02221 Excavation Backfill Buried Pipelines............................................................02221 - 1 to 7
02222 Excavation Backfill Structures .....................................................................02222 - 1 to 5
DIVISION 15 – PIPE, FITTINGS, AND MECHANICAL APPURTENANCES
15062 Ductile Iron-Pipe ..........................................................................................15062 - 1 to 6
15065 Poly Vinyl Chloride Pipe...............................................................................15065 - 1 to 4
15067 High Density Polyethylene Pipe....................................................................15067 - 1 to 5
15100 Mechanical Appurtenances ...........................................................................15100 - 1 to 4
DIVISION 1
GENERAL REQUIREMENTS
06/2024 SUMMARY OF WORK
SU1037E PAGE 01010 - 1
SECTION 01010
SUMMARY OF WORK
PART 1 GENERAL
1.01 GENERAL CONDITIONS
A. The work to be performed under this project shall consist of furnishing all labor,
materials, and equipment necessary or required to complete the work in all respects
as shown on the plans and as herein specified. All work, materials, and services
not expressly shown or called for in the Contract Documents that may be necessary
to complete the construction of the work in good faith shall be performed,
furnished, and installed by CONTRACTOR as though originally so specified or
shown, at no increase in cost to OWNER.
1.02 WORK COVERED BY CONTRACT DOCUMENTS
A. The purpose of this project is to construct a new culinary water distribution system
incorporating the existing individual system in different subdivisions, if applicable.
The work shall include the development of a well, installation of new culinary water
pipelines with connections as shown on the Plans. Additionally, the work shall
include the construction of a storage tank, a well house, new appurtenances, fire
hydrant, valve vault with electrically-actuated valve, and miscellaneous other
appurtenances.
1.03 CONTRACT METHOD
A. The work hereunder will be constructed under an itemized sum contract.
B. CONTRACTOR shall include the General Conditions and Supplementary
Conditions of the Contract as a part of all of its subcontract agreements.
1.04 WORK SEQUENCE
A. The contract time for substantial and final completion is as indicated in the
Agreement (Section 00521), and is on a calendar day basis commencing from the
date of the Notice to Proceed.
1.05 CONTRACTOR USE OF PROJECT SITE
A. CONTRACTOR shall be responsible for obtaining and securing a project site to
serve as a construction yard. CONTRACTOR's use of the project site shall be
limited to its construction operations, including on-site storage of materials, on-site
fabrication facilities, and field offices.
06/2024 SUMMARY OF WORK
SU1037E PAGE 01010 - 2
1.06 PROJECT SECURITY
A. CONTRACTOR shall make all necessary provisions to protect the project and
CONTRACTOR's facilities from fire, theft, and vandalism, and the public from
unnecessary exposure to injury.
1.07 CHANGES IN THE WORK
A. It is mutually understood that it is inherent in the nature of municipal construction
that some changes in the plans and specifications may be necessary during the
course of construction to adjust them to field conditions, and that it is of the essence
of the Contract to recognize a normal and expected margin of change. The
ENGINEER shall have the right to make such changes, from time to time, in the
plans, in the character of the work, and in the scope of the project as may be
necessary or desirable to ensure the completion of the work in the most satisfactory
manner without invalidating the Contract. A change order for work to be changed
shall be submitted to the ENGINEER for approval. CONTRACTOR shall be paid
only for the work included in the change order by OWNER if approved.
- END OF SECTION -
06/2024 ABBREVIATIONS
SU1037E PAGE 01070 - 1
SECTION 01070
ABBREVIATIONS/DEFINITIONS
PART 1 GENERAL
1.01 DESCRIPTION
A. Wherever in these Specifications references are made to the standards,
specifications, or other published data of the various national, regional, or local
organizations, such organizations may be referred to by their acronym or
abbreviation only. As a guide to the user of these specifications, the following
acronyms or abbreviations which may appear in these specifications shall have the
meanings indicated herein.
1.02 ABBREVIATIONS AND ACRONYMS
AASHTO American Association of the State Highway and
Transportation Officials
ACI American Concrete Institute
AGA American Gas Association
AGC American General Contractors
AI The Asphalt Institute
AIA American Institute of Architects
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
ANSI American Nation Standards Institute, Inc.
APWA American Public Works Association
ASCE American Society of Civil Engineers
ASHRAE American Society of Heating, Refrigerating, and Air-
Conditioning Engineers
ASME American Society of Mechanical Engineers
ASCE American Society of Civil Engineers
ASOC American Society of Quality Control
ASSE American Society of Sanitary Engineers
ASTM American Society for Testing and Materials
AWS American Welding Society
AWWA American Water Works Association
BBC Basic Building Code, Building Officials and Code
Administrators International
CEMA Conveyors Equipment Manufacturer's Association
CGA Compressed Gas Association
CIWCD Central Iron County Water Conservancy District
CLFMI Chain Link Fence Manufacturer's Institute
CMA Concrete Masonry Association
CRSI Concrete Reinforcing Steel Institute
DCS Design and Construction Standards
DEQ Department of Environmental Quality
06/2024 ABBREVIATIONS
SU1037E PAGE 01070 - 2
DWQ Department of Water Quality
DWR Drinking Water Regulations
EIA Electronic Industries Association
ETC Electrical Test Laboratories
ICBO International Conference of Building Officials
IEEE Institute of Electrical and Electronics Engineers
IES Illuminating Engineering Society
IME Institute of Makers of Explosives
ISA Instrument Society of America
ISO International Organization of Standardization
ITE Institute of Traffic Engineers
MBMA Metal Building Manufacturer's Association
NACE National Association of Corrosion Engineers
NBS National Bureau of Standards
NEC National Electrical Code
NEMA National Electrical Manufacturer's Association
NFPA National Fire Protection Association
NFPA National Forest Products Association
OSHA Occupational Safety and Health Administration
PCA Portland Cement Association
RWMA Resistance Welder Manufacturer's Association
SAE Society of Automotive Engineers
UDOT Utah Department of Transportation
UBC Uniform Building Code
UL Underwriters Laboratories, Inc.
UPRR Union Pacific Railroad
WCRSI Western Concrete Reinforcing Steel Institute
WRI Wire Reinforcements Institute, Inc.
WWPA Western Wood Products Association
1.03 DEFINITIONS
CONTRACTOR The person or persons performing the
construction work.
CUSTOMER Individual/institutions requiring utility services such
as power, water or sewer.
DEVELOPER The contractor, property owner or agent as
applicable.
OWNER Central Iron County Water Conservancy District
- END OF SECTION -
06/2024 REFERENCE STANDARDS
SU1037E PAGE 01090 - 1
SECTION 01090
REFERENCE STANDARDS
PART 1 GENERAL
1.01 GENERAL
A. TITLES OF SECTIONS AND PARAGRAPHS. Captions accompanying
Specifications sections and paragraphs are for convenience of reference only, and
do not form a part of the Specification.
B. APPLICABLE PUBLICATIONS. Whenever in these specifications references are
made to published specifications, codes, standards, or other requirements, it shall
be understood that wherever no date is specified, only the latest specifications,
standards or requirements of the respective issuing agencies which have been
published as of the date that the work is advertised for bids, shall apply; except to
the extent that said standards or requirements may be in conflict with applicable
laws, ordinances, or governing codes. No requirements set forth herein or shown
on the drawings shall be waived because of any provision of, or omission from,
said standards or requirements.
C. SPECIALISTS, ASSIGNMENTS. In certain instances, specifications test requires
(or implies) that specific work is to be assigned to specialists or expert entities, who
must be engaged for the performance of that work. Such assignments shall be
recognized as special requirements and shall not be interpreted so as to conflict with
the enforcement of building codes and similar regulations governing the work; also
they are not intended to interfere with local union jurisdiction settlements and
similar conventions. Such assignments are intended to establish which party or
entity involved in a specific unit of work is recognized as "expert" for the indicated
construction processes or operations. Nevertheless, the final responsibility for
fulfillment of the entire set of contract requirements remains with CONTRACTOR.
1.02 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Without limiting the generality of other requirements of the specifications, all work
specified herein shall conform to or exceed the requirements of all applicable codes
and the applicable requirements of the following documents to the extent that the
provisions of such documents are not in conflict with the requirements of these
Specifications nor the applicable codes.
B. Reference herein to "Building Code" or IBC shall mean the International Building
Code of the International Conference of Building Officials (ICBO). The latest
edition of the code as approved and used by the local agency as of the date of award,
as adopted by the agency having jurisdiction, shall apply to the work herein,
including all addenda, modifications, amendments, or other lawful changes thereto.
C. In case of conflict between codes, reference standards, drawings and the other
06/2024 REFERENCE STANDARDS
SU1037E PAGE 01090 - 2
Contract Document, the most stringent requirements shall govern. All conflicts
shall be brought to the attention of the ENGINEER for clarification and directions
prior to ordering or providing any materials or labor. CONTRACTOR shall bid the
most stringent requirements.
D. APPLICABLE STANDARD SPECIFICATIONS. CONTRACTOR shall
construct the work specified herein in accordance with the requirements of the
Contract Documents and the referenced portions of those referenced codes,
standards, and specifications listed herein; except, that wherever references to
"Standard Specifications" are made, the provisions therein for measurement and
payment shall not apply.
E. References in the Contract Documents to "Standard Specifications" shall mean the
CICWCD Design and Construction Standards including all current supplements,
addenda, and revisions thereof.
F. References herein to "OSHA Regulations for Construction" shall mean Title 29,
Part 1926, Construction Safety and Health Regulations, Code of Federal
Regulations (OSHA), including all changes and amendments thereto.
G. References herein to "OSHA Standards" shall mean Title 29, Part 1910,
Occupational Safety and Health Standards, Code of Federal Regulations (OSHA),
including changes and amendments thereto.
H. UTAH STATE DIVISION OF DRINKING WATER. New source development
(such as well) and installations shall conform to the requirements of the Utah
Administrative Code, Rule R309-515. “Facility Design and Operation: Source
Development.”
I. UTAH STATE DIVISION OF DRINKING WATER. New wellhouse installations
and existing wellhouse modifications shall conform to the requirements of the Utah
Administrative Code, Rule R309-520. “Facility Design and Operation:
Disinfection.”
J. UTAH STATE DIVISION OF DRINKING WATER. New Transmission Pipeline
and Distribution Pipeline installations and modifications shall conform to the
requirements of the Utah Administrative Code, Rule R309-550. “Facility Design
and Operation: Transmission and Distribution Pipelines.”
K. UTAH STATE DIVISION OF DRINKING WATER. New Drinking Water
Storage Tank installations and modifications shall conform to the requirements of
the Utah Administrative Code, Rule R309-545. “Facility Design and Operation:
Drinking Water Storage Tanks.”
L. UTAH STATE DIVISION OF DRINKING WATER. New wellhouse installations
and existing wellhouse modifications and installation shall conform to the
requirements of the Utah Administrative Code, R309-540, “Facility, Design &
Operation: Pump Stations”.
06/2024 REFERENCE STANDARDS
SU1037E PAGE 01090 - 3
M. Reference herein to APWA shall mean the latest edition of the “Manual of Standard
Specifications” and “Manual of Standard Plans” as prepared by the American
Public Works Association and the Associated General Contractors of America.
N. AMERICAN IRON AND STEEL REQUIREMENTS Project Construction
materials and municipal castings are subject to American Iron and Steel
Requirements as laid out in RUS Bulletin 1780-35.
- END OF SECTION -
06/2024 PROJECT MEETINGS
SU1037E PAGE 01210 - 1
SECTION 01210
PROJECT MEETINGS
PART 1 GENERAL
1.01 PRECONSTRUCTION CONFERENCE
A. Prior to the commencement of work at the site, a preconstruction conference will
be held at a mutually agreed time and place which shall be attended by
CONTRACTOR, its superintendent, and its subcontractors as appropriate. Other
attendees will be:
1. ENGINEER and the Resident Project Representative (RPR).
2. Representatives of OWNER.
3. Governmental representatives as appropriate.
4. Others as requested by CONTRACTOR, OWNER, or ENGINEER.
B. Unless previously submitted to ENGINEER, CONTRACTOR shall bring to the
conference one copy of each of the following:
1. Progress schedule.
2. Procurement schedule of major equipment and materials and items
requiring long lead time.
3. Shop Drawings/Sample/Substitute or "Or Accepted equal" submittal
schedule.
C. The purpose of the conference is to designate responsible personnel and establish a
working relationship. Matters requiring coordination will be discussed and
procedures for handling such matters established. The complete agenda will be
furnished to CONTRACTOR prior to the meeting date, which may include the
following:
1. CONTRACTOR's tentative schedules.
2. Transmittal, review, and distribution of CONTRACTOR's submittals.
3. Processing applications for payment.
4. Maintaining record documents.
5. Critical work sequencing.
6. Field decisions and Change Orders.
7. Use of project site, office and storage areas, security, housekeeping, and
OWNER's needs.
8. Major equipment deliveries and priorities.
9. CONTRACTOR's assignments for safety and first aid.
D. ENGINEER will preside at the preconstruction conference and will arrange for
keeping the minutes and distributing the minutes to all persons in attendance.
06/2024 PROJECT MEETINGS
SU1037E PAGE 01210 - 2
1.02 PROGRESS MEETINGS
A. CONTRACTOR shall schedule and hold regular on-site progress meetings at least
weekly and at other times as required by ENGINEER or as required by progress of
the work. CONTRACTOR, ENGINEER, and all subcontractors active on the site
shall be represented at each meeting. CONTRACTOR may at its discretion request
attendance by representatives of its suppliers, manufacturers, and other
subcontractors.
B. ENGINEER shall preside at the meetings and provide for keeping and distribution
of the minutes. The purpose of the meetings will be to review the progress of the
work, maintain coordination of efforts, discuss changes in scheduling, and resolve
other problems which may develop.
C. At each construction progress meeting a progress report shall be presented by the
CONTRACTOR containing an updated Progress Schedule. Where the delayed
completion data of a project phase is noted, the Contractor shall describe the
anticipated delays or problems and outline the action plan being taken to counter
their effect.
1.03 MEASUREMENT AND PAYMENT
A. Project Meetings shall not be measured or paid as a separate item but shall be
included as part of the various items to which it relates.
- END OF SECTION -
06/2024 CONTRACTOR SUBMITTALS
SU1037E PAGE 01300 - 1
SECTION 01300
CONTRACTOR SUBMITTALS
PART 1 GENERAL
1.01 SHOP DRAWING SUBMITTAL
A. CONTRACTOR shall furnish to the ENGINEER for review, 4 copies of each shop
drawing submittal. The term "Shop Drawings" as used herein shall be understood
to include detail design calculations, shop drawings, fabrication and installation
drawings, erection drawings, list, graphs, operating instructions, catalog sheets,
data sheets, and similar items. Shop drawings and submittal requirements shall
include interpretations of proposed or required configurations not shown on the
drawings, so as a document record of such can be approved.
B. Drawings shall be submitted sufficiently in advance to allow the ENGINEER not
less than ten regular working days for examining the drawings. These drawings
shall be accurate, distinct, and complete and shall contain all required information,
including satisfactory identification of items and unit assemblies in relation to the
contract drawings and/or specifications.
C. When the shop drawings are approved by the ENGINEER, two sets of prints will
be returned to CONTRACTOR marked "Approved", "Approved, Except as Noted",
or similar notification. If changes or corrections are necessary, one set will be
returned to CONTRACTOR with such changes or corrections, indicated by a brief
statement, and CONTRACTOR shall correct and resubmit the drawings, in
triplicate, when requested by the ENGINEER.
D. Approval of shop drawing will not be required of reinforcing steel that is detailed
by CONTRACTOR in accordance with the plans and specifications. Any change
from the plans and specifications that is made by CONTRACTOR in reinforcing
steel as well as any other change shall be approved by the ENGINEER in a written
change order prior to any work being altered from that already approved for
construction.
E. Fabrication of an item may be commenced only after the ENGINEER has reviewed
the pertinent submittals and returned copies to CONTRACTOR marked “No
Exception Taken”, “Make Corrections Noted”, “Rejected” or “Revise and
Resubmit”. Corrections indicated on submittals shall be considered as changes
necessary to meet the requirements of the Contract Documents and shall not be
taken as the basis of claims for extra work.
F. All CONTRACTOR shop drawing submittals shall be carefully reviewed by an
authorized representative of CONTRACTOR, prior to submission to the
ENGINEER.
06/2024 CONTRACTOR SUBMITTALS
SU1037E PAGE 01300 - 2
G. The ENGINEER's review of CONTRACTOR shop drawing submittals shall not
relieve CONTRACTOR of the entire responsibility for the corrections of details
and dimensions. CONTRACTOR shall assume all responsibility and risk for any
misfits due to any errors in CONTRACTOR submittals. CONTRACTOR shall be
responsible for dimensions and the design of adequate connections and details.
1.02 SAMPLES SUBMITTAL
A. Whenever requested of the ENGINEER, CONTRACTOR shall submit at least one
sample of each item or material to the ENGINEER for acceptance at no additional
cost to OWNER.
B. Samples, as required herein, shall be submitted for acceptance prior to ordering
such material for delivery to the jobsite, and shall be submitted in an orderly
sequence so that dependent materials or equipment can be assembled and reviewed
without causing delay in the Work.
C. Unless otherwise specified, all colors and textures of specified items will be
selected by the ENGINEER from the manufacturer's standard colors and standard
materials, products, or equipment lines.
1.03 OPERATIONS AND MAINTENANCE MANUAL SUBMITTAL
A. The Contractor shall furnish to the Engineer 4 (four) identical sets of Operations
and Maintenance Manuals. Each set shall consist of one or more volumes, each of
which shall be bound in a standard size, 3-ring, loose-leaf, vinyl, hard-cover binder
suitable for bookshelf storage. Binder ring size shall not exceed 2.5 inches. A Table
of Contents shall be provided which indicates all equipment in the Operations and
Maintenance Manuals.
B. The Contractor shall include in the Operations and Maintenance Manuals full
details for care and maintenance for all visible surfaces as well as the following for
each item of mechanical, electrical, and instrumentation equipment (except for
equipment furnished by the Owner):
1. Complete operating instructions, including location of controls, special
tools or other equipment required, related instrumentation, and other
equipment needed for operation.
2. Preventative maintenance procedures and schedules.
3. Complete parts lists, by generic title, identification number, and catalog
number, complete with exploded views of each assembly.
4. Disassembly and reassembly instructions.
5. Name and location of nearest supplier and spare parts warehouse.
06/2024 CONTRACTOR SUBMITTALS
SU1037E PAGE 01300 - 3
6. Name and location of manufacturer.
7. Recommended troubleshooting and start-up procedures.
8. Prints of the record drawings, including diagrams and schematics, as
required under the electrical and instrumentation portions of these
specifications.
C. All Operations and Maintenance Manuals shall be submitted in final form to the
Engineer not later than the 75 percent of construction completion date. All
discrepancies found by the Engineer in the Operations and Maintenance Manuals
shall be corrected by the Contractor prior to final acceptance of the project.
1.04 PROGRESS SCHEDULE SUBMITTAL
A. The CONTRACTOR shall prepare a project progress schedule using the Critical
Path Method, and meeting the following requirements:
1. Minimum Sheet Size: as required to show appropriate level of detail.
2. Show complete sequence of construction by activity, with dates for
beginning and completion of each element of construction.
3. Provide separate schedule of submittal dates for shop drawings, product
data, and samples.
4. Submit revised Progress Schedule with each Application for Payment.
1.05 MEASUREMENT AND PAYMENT
A. Contractor submittals shall not be measured or paid as a separate item but shall be
included as part of the various items to which they relate.
- END OF SECTION -
06/2024 TESTING AGENCY SERVICES
SU1037E PAGE 01410 - 1
SECTION 01410
TESTING AGENCY SERVICES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. CONTRACTOR shall be responsible for providing Construction Quality Control
Testing of all soils, concrete, etc. as required by the various sections of these
specifications. This section includes the following:
1. Use of independent testing agency.
2. Control testing report submittal requirements.
3. Responsibilities of testing agency.
1.02 REFERENCES
A. ASTM D 3740: Standard Recommended Practice for Evaluation of Agencies
Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering
Design and Construction.
B. ASTM D 4561: Standard Practice for Quality Control Systems for an Inspection
and Testing Agency for Bituminous Paving Materials.
C. ASTM E 329: Standard Recommended Practice for Inspection and Testing
Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction.
1.03 DEFINITIONS
A. Independent Testing Agency: A testing agency NOT owned by CONTRACTOR,
and an agency that does not have any preferential affiliation or association with
CONTRACTOR, or any of CONTRACTOR’s Subcontractors and Suppliers other
than entering into a contract with CONTRACTOR to perform the duties defined in
these specifications.
B. Professional Engineer: An engineer who complies with Utah licensing law and is
acceptable to the authority having jurisdiction.
1.04 QUALITY ASSURANCE
A. CONTRACTOR shall employ and pay for services of an independent testing
agency which complies with ASTM D 3740, ASTM D 4561, and ASTM E 329 to
test materials for contract compliance.
B. Concrete Technician: Approved by ENGINEER or ACI certified.
06/2024 TESTING AGENCY SERVICES
SU1037E PAGE 01410 - 2
1.05 TESTING AGENCY SUBMITTALS
A. Field Test Report: Submit report no later than the end of the current day.
B. Laboratory Test Report: Submit original report within 48 hours after test results are
determined.
C. Final Summary Report: Submit prior to final payment.
D. On all reports include:
1. Project title, number and date of the report.
2. Date, time and location of test
3. Name and address of material Supplier.
4. Identification of product being tested and type of test performed.
5. Identify whether test is initial test or retest.
6. Results of testing and interpretation of results.
7. Name of technician who performed the testing.
1.06 RESPONSIBILITIES OF TESTING AGENCY
A. Calibrate testing equipment at least annually with devices of an accuracy traceable
to either National Bureau of Standards or acceptable values of natural physical
constraints.
B. Provide sufficient personnel at site and cooperate with CONTRACTOR,
ENGINEER and OWNER’s Representative in performance of testing service.
C. Secure samples using procedures specified in the applicable testing code.
D. Perform testing of products in accordance with applicable sections of the Contract
Documents.
E. Immediately report any compliance or noncompliance of materials and mixes to
CONTRACTOR, ENGINEER and OWNER’s Representative.
F. When an out-of-tolerance condition exists, perform additional inspections and
testing until the specified tolerance is attained, and identify retesting on test reports.
1.07 LIMITS ON TESTING AGENCY AUTHORITY
A. Agency may not release, revoke, alter, or enlarge on requirements of Contract
Documents.
B. Agency may not suspend Work.
C. Agency possesses the authority to accept Work for OWNER.
- END OF SECTION -
06/2024 QUALITY CONTROL & MATERIALS TESTING
SU1037E PAGE 01440 - 1
SECTION 01440
QUALITY CONTROL & MATERIALS TESTING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Responsibilities for controlling quality of materials, products and workmanship.
B. Responsibilities for manufacturer’s instructions, certificates and field service.
1.02 MATERIALS
A. All materials incorporated in the project shall be new and shall fully comply with
the specifications. Unless otherwise clearly provided in the specifications, all
workmanship, equipment, materials, and articles incorporated in the work covered
by the contract are to be of the best available grade of their respective kinds.
Whenever in the specifications, any material, article, device, product, fixture, form,
type of construction, or process indicated or specified by patent or proprietary
name, by name of manufacturer, or by catalog number, such specifications shall be
deemed to be used for the purpose of establishing a standard of quality and
facilitating the description of the material or process desired and shall be deemed
to be followed by the words "or accepted equal" and CONTRACTOR may in such
case, upon receiving the ENGINEER's approval, purchase and use any item, type,
or process which shall be substantially equal in every respect to that indicated or
specified.
B. Materials and equipment may be used in the Work based upon receipt of a
Supplier’s certificate of compliance. Certificate must be in possession of
CONTRACTOR and reviewed by ENGINEER prior to use.
C. Quality Assurance Testing by the OWNER and/or ENGINEER shall not relieve
CONTRACTOR of responsibility to furnish materials and work in full compliance
with Contract Documents.
1.03 MANUFACTURER’S INSTRUCTIONS
A. Should instructions conflict with Contract Documents, request clarification before
proceeding.
B. When required in individual sections, submit manufacturer’s instructions in the
quantity required for product data, delivery, handling, storage, assembly,
installation, start-up, adjusting, balancing, and finishing, as appropriate.
06/2024 QUALITY CONTROL & MATERIALS TESTING
SU1037E PAGE 01440 - 2
1.04 MANUFACTURER’S CERTIFICATES
A. When required in individual sections, submit manufacturer’s certificate in duplicate
executed by responsible officer certifying that product meets or exceeds specified
requirements.
1.05 MANUFACTURER’S FIELD SERVICES
A. When required in individual sections, have manufacturer or Supplier provide
qualified representative to observe field conditions, conditions of surfaces and
installation, quality of workmanship, start-up of equipment, test, adjust, and
balance of equipment as applicable and to make written report of observations and
recommendations to ENGINEER.
1.06 WORKMANSHIP
A. Maintain performance control and supervision over Subcontractors, Suppliers,
manufacturer’s, products, services, workmanship, and site conditions, to produce
work in accordance with Contract Documents.
B. Comply with industry standards except when more restrictive tolerances or
specified requirements indicate more rigid standards or more precise workmanship.
C. Provide suitable qualified personnel to produce specified quality.
D. Ensure finishes match approved samples.
1.07 INSPECTION OF MATERIALS
A. At the option of the ENGINEER, materials to be supplied under this contract will
be tested and/or inspected either at their place of origin or at the site of the work.
CONTRACTOR shall give the ENGINEER written notification well in advance of
actual readiness of materials to be tested and/or inspected at point of origin.
Satisfactory tests and inspections at the point of origin shall not be construed as a
final acceptance of the material nor shall it preclude retesting or re-inspection at the
site of the work.
B. CONTRACTOR shall furnish such samples of materials as are requested by the
ENGINEER, without charge. No material shall be used until it has been approved
by the ENGINEER. See Section 01300, CONTRACTOR’s Submittal.
1.08 UNSATISFACTORY CONDITIONS
A. Examine areas and conditions under which materials and products are to be
installed. Do not proceed with work until unsatisfactory conditions have been
corrected in a manner acceptable to installer.
06/2024 QUALITY CONTROL & MATERIALS TESTING
SU1037E PAGE 01440 - 3
1.09 QUALITY CONTROL TESTING
A. ENGINEER’s failure to detect any defective Work or materials does not prevent
later rejection when such defect is discovered nor does it obligate ENGINEER for
acceptance.
B. CONTRACTOR shall provide 24-hours minimum notice to ENGINEER for all
testing required by these specifications.
1.10 TESTING ACCEPTANCE AND FREQUENCY
A. Minimum Quality Control Testing Frequency: As defined in Table 01440-1. The
CONTRACTOR shall be responsible to ensure that testing is performed at the
frequencies shown. CONTRACTOR shall uncover any work at no cost to OWNER
to allow OWNER to perform required testing at the frequencies shown.
B. Acceptance of Defective Work: As defined in Article 9.6 of the General
Conditions.
1.11 MEASUREMENT AND PAYMENT
A. Quality Control and Materials Testing required in Table 01440-1, is the
responsibility of the CONTRACTOR.
06/2024 QUALITY CONTROL & MATERIALS TESTING
SU1037E PAGE 01440 - 4
TABLE 01440-1: QUALITY CONTROL TESTING FREQUENCY
SYSTEM
or
MATERIAL TESTS MINIMUM REQUIRED FREQUENCY
SUBGRADE AND BACKFILL MATERIALS
Field Density *1 test per 300 linear feet per 1.5 feet of backfill thickness
placed.
Section 02221
Excavation and
Backfill for Buried
Pipelines Laboratory 1 test for each material type which includes proctor,
classification and gradation.
Field Density *1 test per 300 linear feet per 1.5 feet of backfill thickness
placed.
Section 02222
Excavation and
Backfill for
Structures Laboratory 1 test for each material type which includes proctor,
classification and gradation.
ASPHALT
Mix Design
Marshall Test Method: 1 test initially per each type of material
and each change in target, and for each day of production
thereafter.
Specific Gravity: 1 per each Marshall Test
Extraction: 1 test per each Marshall Test
Field Density *Bituminous surfaces: 1 test per 8,000 square feet placed or part
thereof.
Section 02500
Removal and
Replacement of
Surface
Improvements
Asphalt
Thickness and
Core Density
Bituminous surfaces: 1 test sample every 300 linear feet of
completed roadway.
06/2024 QUALITY CONTROL & MATERIALS TESTING
SU1037E PAGE 01440 - 5
PORTLAND CEMENT CONCRETE
Slump
1 test every day of placement or 1 test for every 50 cubic yards
and more frequently if batching appears inconsistent. Conduct
with strength tests.
Entrained air 1 test with slump test.
Ambient and
concrete tem-
peratures
1 test with slump test.
Water cement
ratio.to be verified and provided with batch tickets.
Section 03300
Cast-in-Place
Concrete
Compressive
strength 1 set of 4 cylinders every 50 c.y. or part thereof per day.
NOTES:
1 Additional tests shall be conducted when variations occur due to the contractor's operations,
weather conditions, site conditions, etc.
2 Classification, moisture content, Atterberg limits and specific gravity tests shall be conducted
for each compaction test if applicable.
3 Tests can substitute for same tests required under "Aggregates" (from bins or source),
although gradations will be required when blending aggregates.
4 Aggregate moisture tests are to be conducted in conjunction with concrete strength tests for
water/cement calculations.
5. * All nuclear density meters used for in place field testing shall have been calibrated by
ASTM methods within 1 year previous to current testing.
DIVISION 2
SITEWORK
06/2024 CLEARING, GRUBBING AND STRIPPING
SU1037E PAGE 02110 - 1
SECTION 02110
CLEARING, GRUBBING AND STRIPPING
PART 1 GENERAL
1.01 SUMMARY
A. This work shall consist of removing and disposing of all trees; shrubs; brush;
stumps; windfalls; roots; and other vegetation, including dead and decayed matter;
and debris that exist within the designated construction limits, borrow areas, and
soil stockpile areas and which are not specifically designated to remain.
1.02 DEFINITIONS
A. Clearing: Clearing operations shall consist of cutting, removing and disposing of
trees, shrubs, bushes, windfalls and other vegetation within the construction limits,
borrow areas, soil stockpile areas of Well site. All brush shall be cut off within six
inches of the ground surface. All existing piles of vegetative debris will also be
disposed of.
B. Grubbing: Grubbing operations shall consist of removing and disposing of stumps,
roots, debris deleterious materials, and other remains (such as organic and metallic
materials) which if left in place would interfere with proper performance or
completion of the contemplated work, would impair its subsequent use or form
obstructions therein. Organic material from clearing or grubbing operations shall
not be incorporated in fill or backfill.
C. Stripping: Stripping operations shall consist of removing all soil material
containing sod, grass, or other vegetation and topsoil to a minimum depth of six (6)
inches from all areas that will receive fill or over all trenches in field or yard areas.
1.03 MEASUREMENT AND PAYMENT
A. Measurement and payment for cleaning, grubbing and stripping shall not be paid
as a unit item, but considered as included in the contract unit or lump sum prices
for the various items of the contract to which it relates.
2 PRODUCTS (not applicable)
3 EXECUTION
3.01 CLEARING
A. All trees, stumps, shrubs, bushes, windfalls and other vegetation (except such trees
and vegetation as may be indicated or directed by the ENGINEER to be left
standing) shall be cut off to within six inches of the ground surface and shall be
removed from the construction limits. Trees and vegetation to be left standing shall
06/2024 CLEARING, GRUBBING AND STRIPPING
SU1037E PAGE 02110 - 2
be protected from damage incident to clearing, grubbing, and construction
operations by such means as the circumstances require.
3.02 GRUBBING
A. All stumps, roots, debris, deleterious and other organic or metallic materials not
suitable for foundations shall be removed completely from the construction limits,
borrow areas and soil stockpile areas. Unless otherwise permitted by the
ENGINEER, stumps shall be removed completely. If any stumps are permitted to
remain, they shall be cut off not more than six inches above the ground.
3.03 STRIPPING
A. Soil material containing sod, grass, or other vegetation and topsoil shall be removed
to a minimum depth of six (6) inches from all areas to receive fill, from the area
within lines 5 feet outside all foundation walls, over all trenches, and from beneath
pavement and curb and gutter areas. The stripped material shall be deposited in
such locations as are acceptable to the ENGINEER. Topsoil shall be placed over
designated areas to be landscaped, and over all trench areas (outside of paved
areas).
B. All areas to be reseeded will have a minimum of 3 inches of topsoil.
3.04 DISPOSAL
A. No open burning of combustible materials will be allowed.
B. All trees, timber, stumps, roots, debris, shrubs, bushes, and other vegetation
removed during the clearing and grubbing operations shall be removed from the
project site and disposed of by CONTRACTOR subject to specific regulations
imposed by laws and ordinances and in a manner, that will not create a public
nuisance nor result in unsightly conditions. CONTRACTOR shall assume full
responsibility for acceptable disposition of the material as well as for any damages
resulting from his disposal operations.
- END OF SECTION -
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 1
SECTION 02221
EXCAVATION AND BACKFILL FOR BURIED PIPELINES
PART 1 GENERAL
1.01 DESCRIPTION
A. This item shall consist of excavating all pipeline trenches to the lines and grades
indicated directed by the Engineer in the field, and the backfilling of all pipeline
trenches. Excavation shall include the removal of all materials of whatever nature
encountered to the depths shown on the Drawings, or as modified in the Field by the
Engineer.
1.02 REFERENCES
A. The latest edition of the following publications form a part of this specification to the
extent referred. The publications are referred to in the text by basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND
TRANSPORTATION OFFICIALS (AASHTO)
AASHTO T 88- Particle Size Analysis of Soils
AASHTO T 180- Moisture-Density Relations of Soils Using a 10-lb. (4.54 kg)
Rammer and an
18-in (457 mm) Drop
AASHTO T 191- Density of Soil In-Place by the Sand-Cone Method
AASHTO T 205- Density of Soil In-Place by the Rubber-Balloon Method
AASHTO T 238- Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
AASHTO T 239- Moisture Content of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth)
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM D 422- Particle-Size Analysis of Soils
ASTM D 698- Test Method of Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures Using 5.5 lb. (2.5-kg) Rammer and 12-in. (305-
mm) Drop
ASTM D 1556- Density of Soil in Place by the Sand-Cone method
ASTM D 1557- Moisture-Density Relations of Soils and Soil-Aggregate Mixtures
Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop
ASTM D 2487- Classification of Soils for Engineering Purposes
ASTM D 2922- Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
ASTM D 3017- Water Content of Soil and Rock in Place by Nuclear Methods
(Shallow Depth)
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 2
1.03 SITE CONDITIONS
A. WEATHER SOFTENED SUBGRADE: CONTRACTOR shall remove and replace
soft subgrade materials resulting from adverse weather conditions.
B. PROTECTION OF GRADED AREAS: CONTRACTOR shall protect all graded areas
from traffic and erosion and shall keep these areas free of trash and debris. Work
required to repair and reestablish grades in settled, eroded, and rutted areas shall be
completed to specified tolerances at CONTRACTOR’s expense.
C. RECONDITIONING COMPACTED AREAS: All areas compacted to required
specifications that become disturbed by subsequent construction operations or weather
conditions shall be scarified, moisture conditioned and re-compacted to the required
density prior to further construction.
PART 2 PRODUCTS
2.01 PIPE BACKFILL
A. Pipe Zone Backfill shall consist of the bedding material schedule shown in Table 2.01
(A) below. All backfill material shall be free of frozen material, organic material, and
debris.
Table 2.01 (A)
Backfill Materials
PERCENT PASSING FOR:
SIEVE
SIZE
FOUNDATION
MATERIAL*
BEDDING
MATERIAL
PIPE
ZONE
MATERIAL
FINAL
BACKFILL
MATERIAL
2 inch 100 ------
3/4 inch 0 – 50 ---100
No. 4 0 – 10 100 40 - 70
No. 50 0 – 5 ---20 - 50
No. 200 0 – 3 0 - 15 5 - 30
Native
material which
contains no
sod, vegeta-
tion, rocks
larger than 2"
in diameter,
asphalt or
concrete
chunks, etc.
B. Trench backfill above the pipe zone shall be Import Granular Backfill Borrow meeting
the requirements of APWA Section 02055 for Granular Backfill Borrow. No backfill
material in the remainder of the trench shall have rocks larger than 2-inches in diameter.
All backfill material shall be free of frozen material, organic material and debris.
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 3
C. Within State Roadways, backfill placed above 12" over the top of the pipe shall be
controlled low strength material (CLSM)/(flowable fill) as required by UDOT.
PART 3 EXECUTION
3.01 EXCAVATION
A. Excavation shall be performed to the lines and grades indicated. Excavated material
not required or not satisfactory for backfill shall be removed from the site.
B. Blasting will not be allowed except by written permit from the Washington County Fire
Chief. If the permit is granted, the CONTRACTOR shall comply with all laws,
ordinances, and applicable safety code requirements and regulations relative to the
handling, storage, and use of explosives and protection of life and property. The
CONTRACTOR shall comply with the provisions outlined in the U.S. Bureau of Mines
Bulletin No. 656 "Blasting Vibrations and their Effects on Structures", and other
applicable ordinances as specified by the Fire Chief.
C. The CONTRACTOR shall be fully responsible for all damage attributable to such
blasting operations. Excessive blasting or overshooting will not be permitted and any
material outside the authorized cross-section which may be shattered or loosened by
blasting shall be removed and properly replaced.
D. Pipe will be carefully inspected in the field by Inspectors before and after laying. If
any cause for rejection is discovered in a pipe after it has been laid, it shall be removed
and replaced by the CONTRACTOR.
E. When connections are to be made to any existing pipe, conduit, or other appurtenances,
the actual elevation or position of which cannot be determined without excavation, the
CONTRACTOR shall excavate for, and expose the existing improvement before laying
any pipe or conduit. The Resident Project Representative shall be given the
opportunity to inspect the existing pipe or conduit before the connection is made. Any
adjustments in line or grade which may be necessary to accomplish the intent of the
plans will be made.
F. Pipe shall be laid up grade with the socket or collar ends of the pipe up grade unless
otherwise authorized by the Water Department and/or Engineer.
3.02 SAFETY
A. Excavations shall be sloped or otherwise supported in a safe manner in accordance with
applicable State safety requirements and the requirements of OSHA Safety and Health
Standards for Construction (29 CFR1926). The CONTRACTOR is responsible for
assessing safety needs to meet such requirements, arranging for proper equipment
and/or construction methods, and maintaining such equipment, methods and
construction practices so as to fully comply with all such safety requirements.
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 4
B. The CONTRACTOR is responsible for assessing safety needs related to confined space
entry, as defined by OSHA. The CONTRACTOR shall meet all such requirements,
arranging for proper equipment and/or construction methods, and maintaining such
equipment, methods and construction practices so as to fully comply with all confined
space safety requirements.
3.03 TRENCH WIDTH
A. The bottom of the trench shall have a minimum width equal to two (2) times the outside
diameter of the pipe.
B. The width of the trench shall be ample to permit the pipe to be laid and jointed properly,
and the backfill to be placed as specified. Trenches shall be of such extra width, when
required, as will permit the convenient placing of timber supports, sheeting, and
bracing, and the handling of special units as necessary. See standard drawing sheet
number DT-02 for trench detail.
3.04 TRENCH PREPARATION
A. Each trench shall be excavated so that the pipe can be laid to the alignment and grade
as required. All excavations shall be sheeted, braced, and shored as required to protect
the workers and existing utilities and improvements from sliding, sloughing or settling
of the trench walls while the work is in progress. All such sheeting, bracing and shoring
shall comply with the requirements of the Utah State Industrial Commission. All
damage resulting from lack of adequate sheeting, bracing and shoring shall be the
responsibility of the CONTRACTOR, and the CONTRACTOR shall affect all
necessary repairs or reconstruction resulting from such damage. All trenches shall be
drained so the pipe laying may take place in dewatered conditions.
B. The trench bottom shall be given a final trim using a string line, laser, or another method
approved by the Engineer for establishing grade, such that each pipe section when
first laid will be continually in contact with the ground along the extreme bottom of the
pipe. Bell holes shall be provided at each joint to permit the jointing to be made
properly. The trench grade shall permit the pipe spigot to be accurately centered in the
preceding-laid pipe joint, without lifting the pipe above the grade, and without
exceeding the permissible joint deflection.
C. Pipe shall be bedded a minimum of 6-inches with sand or gravel meeting the bedding
requirements. In unstable ground areas, where the native soils are unsuitable for the
type of pipe being installed or as directed by the Engineer, an additional 12-inches of
free draining gravel shall be required beneath the 6-inches of bedding material.
3.05 REMOVAL OF WATER
A. CONTRACTOR shall provide and maintain at all times ample means and devices with
which to remove promptly and to properly dispose of all water entering the trench
excavation.
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 5
B. CONTRACTOR shall obtain all necessary permits required for discharge of water.
C. Water shall be disposed of in a suitable manner without damage to adjacent property
or without being a menace to public health and convenience. No water shall be drained
into work built or under construction without prior consent of the Engineer.
D. Dewatering shall be accomplished by well points, sumping, or any other acceptable
method which will ensure a dewatered trench. Any dewatering method shall be subject
to the approval of the Engineer.
3.06 PIPELINE TRENCH BACKFILL
A. Pipeline trenches shall be backfilled to a level 12-inches above the top of the pipe with
Import Select Fill material as specified in paragraph 2.01. Such material shall be
compacted to 90% minimum Modified Proctor density (ASTM D-1557) in six inch
maximum lifts. See standard drawing sheet W-04 for trench detail.
B. After the pipe has been installed and approved and the initial portion of backfill has
been placed as specified above, backfilling of the remainder of the trench may proceed.
All backfill above the protected pipe shall be carefully placed and compacted.
Compaction shall be by mechanical tamping in 12-inch maximum lifts. All backfill
material shall be free of frozen material, organic material, and debris. Backfill placed
above 12-inches over the pipe in improved areas, and additional areas as designated on
the drawings, shall be compacted to 90% minimum Modified Proctor density (ASTM
D-1557).
C. Backfill requirements for piping beneath the well pump house shall comply with the
more stringent of the requirements designated in this Section (02221) and those
designated in Section 02222 - Excavation and Backfill for Structures.
3.07 MAINTENANCE OF BACKFILL
A. All backfill shall be maintained in satisfactory condition, and all places showing signs
of settlement shall be filled and maintained during the life of the contract and for a
period of one year following the day of final acceptance of all work performed under
the contract. When CONTRACTOR is notified by the Engineer that any backfill is
hazardous, CONTRACTOR shall correct such hazardous condition at once. Any
utility, road and/or parking surfacing damage by such settlement shall be repair by
CONTRACTOR to the satisfaction of the Engineer. In addition, CONTRACTOR
shall be responsible for the cost of all claims for damage filed with the Court, actions
brought against the for, and on account of, such damage.
3.08 FINISH GRADING, CLEANUP
A. CONTRACTOR shall grade the trench line to a smooth grade to effect a neat and
workmanlike appearance of the trench line.
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 6
B. All tools, equipment and temporary structures shall be removed. All excess dirt and
rubbish shall be removed from the site by CONTRACTOR.
C. CONTRACTOR shall restore the site to at least as good as original condition, including
but not limited to final trench grade, native vegetation and restoration of affected public
and private facilities whether in the public right of way or on private property. Any
exception to this requirement must be in writing from the Engineer for the job specific
conditions. See standard drawing sheet W-08 for trench detail.
3.09 COMPACTION TESTS
A. Compaction Quality Control Testing shall be scheduled a minimum of 24 hours (or as
otherwise specified) notice must be given to with the .
B. It shall be the responsibility of the CONTRACTOR to accomplish the specified
compaction for backfill, fill, and other earthwork. It shall be the responsibility of the
CONTRACTOR to control his operations by performing any additional tests necessary
to verify and confirm that CONTRACTOR has complied, and is complying at all times,
with the requirements of these Specifications concerning compaction, control, and
testing.
1. Testing of Backfill Materials
a. Characteristics of backfill materials shall be determined in accordance with
the requirements of paragraph 2.01.
b. The CONTRACTOR shall demonstrate the adequacy of compaction
equipment and procedures before exceeding 200 linear feet of trench
backfill.
c. Until the specified degree of compaction on the previously specified
amounts of earthwork is achieved, no additional earthwork of the same kind
shall be performed.
d. After satisfactory conclusion of the initial compaction demonstration and at
any time during construction, earthwork which does not comply with the
specified degree of compaction shall not exceed the previously specified
quantities.
e. Periodic compliance tests may be made by the Engineer to verify that
compaction is meeting the requirements previously specified at no cost to
the CONTRACTOR. The Engineer may require retesting of backfill that
has settled from water penetration in the trench. CONTRACTOR shall
remove the overburden above the level at which the Engineer wishes to
test and shall backfill and re-compact the excavation after the test is
complete at no additional cost.
06/2024 EXCAVATION AND BACKFILL FOR BURIED PIPELINES
SU1037E PAGE 02221 - 7
f. If compaction fails to meet the specified requirements, the CONTRACTOR
shall remove and replace the backfill at proper density or shall bring the
density up to specified level by other means acceptable to the Engineer.
Subsequent tests required to confirm and verify that the reconstructed
backfill has been brought up to specified density shall be paid by the
CONTRACTOR. The CONTRACTOR's confirmation tests shall be
performed in a manner acceptable to the Engineer. Frequency of
confirmation tests for remedial work shall be double that amount specified
for initial confirmation tests.
- END OF SECTION -
06/2024 EXCAVATION AND BACKFILL FOR STRUCTURES
SU1037E PAGE 02222 - 1
SECTION 02222
EXCAVATION AND BACKFILL FOR STRUCTURES
PART 1 GENERAL
1.01 DESCRIPTION
A. This section covers excavating, backfilling and compacting for structures as directed
by ENGINEER.
1.02 REFERENCES
A. The latest edition of the following publications form a part of these specifications to
the extent referred. The publications are referred to in the text by basic designation
only.
AASHTO T 88- Particle Size Analysis of Soils
AASHTO T 180- Moisture-Density Relations of Soils Using a 10-lb. (4.54 kg)
Rammer and an 18-in (457 mm) Drop
AASHTO T 191- Density of Soil In-Place by the Sand-Cone Method
AASHTO T 205- Density of Soil In-Place by the Rubber-Balloon Method
AASHTO T 238- Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
AASHTO T 239- Moisture Content of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth)
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM D 422- Particle-Size Analysis of Soils
ASTM D 698- Test Method of Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures Using 5.5 lb. (2.5-kg) Rammer and 12-in.
(305-mm) Drop
ASTM D 1556- Density of Soil in Place by the Sand-Cone method
ASTM D 1557- Moisture-Density Relations of Soils and Soil-Aggregate
Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm)
Drop
ASTM D 2487- Classification of Soils for ENGINEERING Purposes
ASTM D 2922- Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
ASTM D 3017- Water Content of Soil and Rock in Place by Nuclear Methods
(Shallow Depth)
1.03 SUBMITTALS
A. If requested by the ENGINEER, the CONTRACTOR shall furnish a certified test
result from an approved laboratory showing that the free draining gravel material and
granular backfill material conforms to the Specification requirements of the Owner.
06/2024 EXCAVATION AND BACKFILL FOR STRUCTURES
SU1037E PAGE 02222 - 2
B. The following shall be submitted:
1. Copies of Field Density Test reports shall be submitted to the ENGINEER at
the beginning of each work day for the previous day’s testing of subgrades,
gravel and structural fill.
1.01 MEASUREMENT AND PAYMENT
A. Excavation and Backfill for Structures shall not be measured or paid as a separate
item but shall be included as part of the various items to which it relates and
according to Section 1025 – Measurement and Payment.
PART 2 PRODUCTS
2.01 WALL BACKFILL
A. Wall backfill material shall be free from frozen lumps, rocks larger than 4 inches in
the largest dimension, roots, trash, lumber and organic material.
2.02 STRUCTURAL FILL
A. Structural fill material placed below foundations shall be non-expansive granular
soil with less than 15 percent passing the No. 200 sieve, a maximum size of not
greater than 2-inches, and a liquid limit of less than 30 percent.
B. Fill to support the floor slab shall be well-graded, structural fill consisting of non-
expansive granular soil with less than 15 percent passing the No. 200 sieve and a
maximum size of not greater than 2-inches. A 6-inch thick layer of free draining
gravel (less than 5 percent passing the No. 200 sieve and a maximum size of not
greater than 2-inches) shall be placed below the floor slab for the Pump House.
PART 3 EXECUTION
3.01 EXCAVATION
A. Excavation shall be performed to the lines and grades indicated. Excavated material
not required or not satisfactory for backfill shall be removed from the site.
3.02 BACKFILL
A. Backfill and structural fill material shall not be placed against concrete structure that
have not been properly cured
B. Backfill and structural fill material shall be placed in no more than 6-inch loose lifts.
C. Structural fill placed beneath footings and the floor slab shall be placed and
compacted to at least 95 percent of maximum dry density at a moisture content within
2 percent of optimum moisture content in accordance with ASTM D-1557.
06/2024 EXCAVATION AND BACKFILL FOR STRUCTURES
SU1037E PAGE 02222 - 3
D. All other backfill material shall be placed and compacted to at least 90 percent of
maximum dry density at a moisture content within 2 percent of optimum moisture
content in accordance with ASTM D-1557.
E. Where the moisture content is not suitable and/or sufficient compaction has not been
obtained, the fill shall be reconditioned to an approved moisture content and
recompacted to the minimum required compaction prior to placing any additional fill
material.
F. Unless otherwise specified, the developed/contractor shall be responsible for
arranging for the placing and compacting of approved fill material in accordance with
these Specifications. If the Testing Agency should determine that the
CONTRACTOR is failing to meet the minimum requirements, the CONTRACTOR
shall stop operations and make adjustments as necessary to produce a satisfactorily
compacted.
G. Sufficient personnel, equipment, sumps or other means should be provided to
maintain the site in an acceptable dry condition for the duration of this contract.
H. Excavations shall be so braced and supported as needed to prevent the ground,
adjacent to the excavation, from sliding or settling.
3.03 REMOVAL OF WATER
A. The CONTRACTOR shall provide and maintain at all times ample means and
devices with which to remove promptly and to properly dispose of all water entering
the trench excavation.
B. Water shall be disposed of in a suitable manner without damaging the adjacent
property or without being a menace to public health and convenience. No water shall
be drained into work built or under construction without prior consent of the
ENGINEER.
C. Dewatering shall be accomplished by well points, sumping, or any other acceptable
method which will insure a dewatered trench. Any dewatering method shall be
subject to the approval of the ENGINEER.
D. CONTRACTOR shall obtain all necessary permits required for discharge of water.
3.04 FINISHED GRADE
A. The finished subgrade and grade of the fill shall not vary more than 0.05 feet from
the established grades and cross-sections shown on the Drawings.
06/2024 EXCAVATION AND BACKFILL FOR STRUCTURES
SU1037E PAGE 02222 - 4
3.05 COMPACTION TESTS
A. Compaction Quality Control Testing shall be provided and paid for by the
CONTRACTOR. A minimum of 24 hours (or as otherwise specified) notice must be
given to schedule all tests.
B. It shall be the responsibility of the CONTRACTOR to accomplish the specified
compaction for backfill, structural fill, and other earthwork. It shall be the
responsibility of the CONTRACTOR to control his operations by performing any
additional tests necessary to verify and confirm that CONTRACTOR has complied,
and is complying at all times, with the requirements of these Specifications
concerning compaction, control, and testing.
1. Testing of Backfill Materials
a. Characteristics of backfill materials shall be determined.
b. The CONTRACTOR shall demonstrate the adequacy of compaction
equipment and procedures before exceeding any of the following amounts
of earthwork quantities:
(1) One (1) test per 1.5 feet of backfill thickness placed per structure.
c. Until the specified degree of compaction on the previously specified
amounts of earthwork is achieved, no additional earthwork of the same
kind shall be performed.
d. After satisfactory conclusion of the initial compaction demonstration and
at any time during construction, earthwork which does not comply with
the specified degree of compaction shall not exceed the previously
specified quantities.
e. Periodic compliance tests may be made by the ENGINEER to verify that
compaction is meeting the requirements previously specified at no cost to
the CONTRACTOR. The ENGINEER may require retesting of backfill
(by CONTRACTOR’s Testing Agency) that has settled from water
penetration in the trench. CONTRACTOR shall remove the overburden
above the level at which the ENGINEER wishes to test and shall backfill
and re-compact the excavation after the test is complete at no additional
cost.
f. If compaction fails to meet the specified requirements, the
CONTRACTOR shall remove and replace the backfill at proper density
or shall bring the density up to specified level by other means acceptable
to the ENGINEER. Subsequent tests required to confirm and verify that
the reconstructed backfill has been brought up to specified density shall
be paid by the CONTRACTOR. The CONTRACTOR's confirmation
tests shall be performed in a manner acceptable to the ENGINEER.
06/2024 EXCAVATION AND BACKFILL FOR STRUCTURES
SU1037E PAGE 02222 - 5
Frequency of confirmation tests for remedial work shall be double that
amount specified for initial confirmation tests.
C. Field density tests shall be made in accordance with ASTM D-1557.
- END OF SECTION -
DIVISION 15
PIPE, FITTINGS, AND MECHANICAL APPURTENANCES
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 1
SECTION 15062
DUCTILE IRON PIPE
PART 1 GENERAL
1.01 DESCRIPTION
A. CONTRACTOR shall furnish and install all pipe, fittings, closure pieces, supports,
bolts, nuts, gaskets, jointing material and appurtenances as shown and specified,
and as required for a complete and workable piping system.
1.02 RELATED WORK
A. Related work specified in other sections:
Section 02221 - Excavation and Backfill for Pipelines
Section 02222 - Excavation and Backfill for Structures
Section 03300 - Cast-In-Place Concrete
Section 15100 - Mechanical Appurtenances
1.03 REFERENCES
A. Work covered by this Specification shall meet or exceed the provisions of the latest
editions of the following Codes and Standards in effect at the time of award of the
Contract:
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
ANSI B16.1 (1975) Cast-Iron Pipe Flanges and Flanged Fittings Class 25,
125, 250 and 800
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C 104 Standard for Cement-Mortar Lining for Ductile-Iron
Pipe and Fittings for Water
AWWA C 105 Standard for Polyethylene Encasement for Ductile-
Iron Piping for Water and Other Liquids
AWWA C 110 Standards for Ductile-Iron and Gray-Iron Fittings, 3
In. Through 48 In., for Water and Other Liquids
AWWA C 111 Standard for Rubber-Gasket Joints for Ductile-Iron
and Gray-Iron Pressure Pipe and Fittings
AWWA C 115 Standard for Flanged Ductile-Iron Pipe with
Threaded Flanges
AWWA C 150 Standard for the Thickness Design of Ductile-Iron
Pipe
AWWA C 151 Standard for Ductile-Iron Pipe, Centrifugally Cast in
Metal Molds or Sand-Lined Molds, for Water or
Other Liquids
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 2
AWWA C 600 Standard for Installation of Ductile-Iron Water
Mains and Their Appurtenances
AWWA C 651 Standard for Disinfecting Water Mains
1.04 SUBMITTALS
A. Submit catalog information on all fittings and valves shown on the Drawings,
referencing each item by number as shown on the Drawings. Information shall
indicate manufacture specification compliance and dimensional data.
B. Submit shop drawings on all fabricated piping and pipe supports. Contractor shall
submit the required AIS documentation with this product.
1.05 MEASUREMENT AND PAYMENT
A. Ductile Iron Pipe shall be measured and paid per lineal foot unit bid price and
according to Section 01025 – Measurement and Payment.
PART 2 PRODUCTS
2.01 DUCTILE IRON PIPE
A. Ductile iron pipe shall conform to the requirements of the "American National
Standard for Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand-Lined
Molds, for Water or Other Liquids" (ANSI A21.51 AWWA C151) and "American
National Standard for the Thickness Design of Ductile Iron Pipe" (ANSI A21.50
AWWA C150). Pipeline pressure rating shall be minimum Pressure Class 150 for
all pipe.
B. Buried Ductile Iron Pipe shall be encased with 8 mil. Class C polyethylene,
conforming to AWWA C105. All seams in the polyethylene encasement shall be
taped with Polycan #900 Adhesive Tape (or approved equal) to completely seal the
seam.
C. All materials that may come in contact with drinking water, including pipes,
gaskets, lubricants and O-rings, shall be ANSI-certified as meeting the
requirements of ANSI/NSF Standard 61, Drinking Water System Components –
Health Effects. To Permit field-verification of this certification, all components
shall be appropriately stamped with the NSF logo (ANSI/NSF Standard for Health
Effects).
2.02 FITTINGS
A. Fittings shall conform to the "American National Standard for Gray Iron and
Ductile Iron Fittings for Water and Other Liquids" (ANSI/AWWA C110) and shall
be 250 psi pressure rated.
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 3
B. Flanges shall conform to ANSI B16.1, class 150 and shall have either raised or
plain faces.
C. All buried fittings shall be completely coated with Chevron FM Grease and shall
be completely encased with 8 mil, Class C polyethylene, conforming to AWWA
C105. All seams in the polyethylene encasement shall be taped with Polycan #900
Adhesive Tape (or approved equal) to completely seal the seam.
2.03 DUCTILE IRON PIPE JOINTS
A. Ductile iron pipe shall be furnished with mechanical joints, push on or flanged
joints as required and shall conform to the "American National Standard for
Rubber-Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings"
(ANSI A21.11 AWWA C111) and the "American National Standard for Flanged
Cast Iron and Ductile Iron Pipe with Threaded Flanges" (ANSI A21.15 AWWA
C115).
2.04 MECHANICAL-TYPE COUPLINGS
A. Mechanical-type couplings shall be designed for a water working pressure not less
than the design pressure of the pipe on which they are to be installed. Restraints
shall be provided as required.
2.05 SLEEVE-TYPE COUPLINGS
A. Sleeve-type couplings shall be provided where shown. Couplings shall be of
ductile iron, without pipe stop, and shall be of sizes to fit the pipe and fittings
shown. Couplings shall be Class 350. Where sleeves are utilized, proper anchoring
shall be provided.
2.06 DUAL PURPOSE CUTTING-IN SLEEVE
A. Dual Purpose Cutting-In Sleeves shall be furnished and installed as shown on the
Drawings. Sleeves shall be of ductile iron (MJ x PE), and shall be of the proper
sizes to fit the pipe and fittings shown. Where sleeves are utilized, proper restraint
shall be provided.
2.07 GASKETS AND BOLTS
A. Except as otherwise provided, gaskets for flanged joints shall be 1/8-inch thick
rubber fabric. Wherever blind flanges are shown, the gaskets shall consist of 1/8-
inch thick cloth-inserted rubber sheet which shall cover the entire inside surface of
the blind flange and shall be cemented to the surface of the blind flange. All buried
fittings using steel bolts shall be coated with no-oxide wax and wrapped with
polyethylene or as otherwise approved by the ENGINEER.
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 4
2.08 CEMENT MORTAR LINING
A. Ductile iron pipe and fittings shall be lined with cement mortar in accordance with
the requirements of the "American National Standard for Cement Mortar Lining for
Cast Iron and Ductile Iron Pipe and Fittings for Water" (ANSI A21.4 AWWA
C104) except that the lining thickness shall be not less than 1/8 of an inch.
2.09 PIPE SUPPORTS
A. Pipe supports shall be AIS compliant. All pipe supports shall have a 1-inch high
grouted pad to be used as a leveling base.
2.10 THRUST BLOCKS / RESTRAINTS
A. All fittings shall have proper thrust blocks and restraints as noted for the type of
installation required. Thrust blocks shall be concrete as noted on the Drawings and
in Section 03300 of the Technical Specifications. Restraints shall be tie-rods,
Megalug® or accepted equal, or Engineer approved anchoring devices. See
Standard Drawing sheet number W-03 for thrust block detail.
2.11 SAFETY TAPE
A. Safety tracer tape shall be a minimum of 3-inches wide by 5.0 mil overall thickness,
with no less than a 50-gauge solid aluminum foil core. It shall be Safety Blue in
color and shall be clearly labeled with the word “WATER”. Safety tape shall be as
manufactured by Magnatec® or accepted equal.
PART 3 EXECUTION
3.01 INSTALLATION
A. Ductile iron pipe shall be installed in accordance with the "American National
Standard for Installation of Gray and Ductile Cast-Iron Water Mains and
Appurtenances" (ANSI/AWWA C600). All buried Ductile Iron pipe, fittings and
valves shall be completely coated with Chevron FM Grease and shall be encased
with polyethylene wrap and installed in conformance with AWWA C105 standards.
All seams in the polyethylene encasement shall be taped with Polycan #900
Adhesive Tape (or approved equal) to completely seal the seam.
B. The pipe shall be plugged at the end of each work day or period of suspension.
C. Safety tracer tape shall be installed above pipe as required by the Drawings.
3.02 THRUST BLOCKS
A. Thrust blocks shall be installed at points where the pipe changes direction such as:
at all tees, elbows, wyes, caps, valves, hydrants, reducers, etc. except where
restrained joints are called for on the Drawings.
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 5
B. Thrust blocks shall be constructed so that the bearing surface is in direct line with
the major force created by the pipe or fitting.
C. Thrust blocks shall bear against solid undisturbed earth at the side and bottom of
the trench excavation and shall be shaped so as not to obstruct access to the joints
or the pipe or fitting.
D. Thrust blocks shall be sized and constructed as indicated on the Drawings.
3.03 PRELIMINARY CLEANING AND FLUSHING
A. CONTRACTOR shall flush the pipeline as the work progresses by a means in
accordance with good practice to ensure that sand, rocks, or other foreign material
are not left in any of the pipeline. If possible, the flushing shall be made with an
open pipe end.
3.04 TESTING OF PIPELINE
All new water mains or appurtenances shall be disinfected in accordance with AWWA
Standard C651-05 or a method approved by the Director. The specifications shall include
detailed procedures for the adequate flushing, disinfection and microbiological testing of all
water mains. On all new and extensive distribution system construction, evidence of
satisfactory disinfection shall be provided to the Division. Samples for coliform analyses
shall be collected after disinfection is complete and the system is refilled with drinking
water. A standard heterotrophic plate count is advisable. The use of water for public
drinking water purposes shall not commence until the bacteriologic tests indicate the water
is free from contamination.
A. Source of Water
1. CONTRACTOR shall assume all responsibility to obtain the necessary
water supplies for pressure testing of the pipeline.
B. Testing Procedure
1. Ductile iron pipe shall be tested at a static pressure of 200 psi for 2 hours,
and in accordance with the AWWA C600 standards.
2. In the case of pipelines that fail to pass the leakage test, CONTRACTOR
shall determine the cause of the excessive leakage, shall take corrective
measures necessary to repair the leaks, and shall again test the pipelines, all
at no additional cost to CONTRACTOR.
3. The ENGINEER shall be notified at least 48 hours before the pipeline is to
be tested so that he may be present during the test.
06/2024 DUCTILE IRON PIPE
SU1037E PAGE 15062 - 6
3.05 DISINFECTING
A. Source of Water
1. CONTRACTOR shall assume all responsibility to obtain the necessary
water supplies for disinfection of the water line system.
B. Testing Procedure
1. Leakage and pressure testing must be completed prior to disinfection
procedures.
2. All water piping installed under this Contract (including ductile iron pipe,
fittings, valves, etc.) shall be disinfected using an approved disinfection
method in accordance with the "American Water Works Association
Standard for Disinfecting Water Mains" (AWWA C651).
3. Heavily chlorinated water shall not be discharged onto the ground or into a
drainage way. Upon completion of disinfection, Sodium Bisulfate
(NaHSO3) shall be applied to the heavily chlorinated water to neutralize
thoroughly the chlorine residual remaining. Water shall be neutralized to
less than 1 ppm before release.
4. After approval of disinfection, CONTRACTOR shall flush the new system
until the chlorine residual is a maximum of 0.3 ppm.
5. At the end of 24 hours, a bacteriological test will be performed by
CONTRACTOR to insure adequate disinfection. If the initial disinfection
fails to provide satisfactory bacteriological results, or shows the presence of
coliform, then the line shall be rechlorinated, flushed, and retested until
satisfactory results are obtained at the expense of CONTRACTOR.
- END OF SECTION -
06/2024 POLYVINYL CHLORIDE PIPE
SU1037E PAGE 15065 - 1
SECTION 15065
POLYVINYL CHLORIDE PIPE
PART 1 GENERAL
1.01 DESCRIPTION
A. CONTRACTOR shall furnish and install all pipe, fittings, closure pieces, supports, gaskets,
jointing material, skids, seals, and appurtenances as shown and specified, and as required for a
complete and workable piping system.
1.02 RELATED WORK
A. Related work specified in other sections:
Section 02221 - Excavation and Backfill for Pipelines
Section 03300 - Cast-in-Place Concrete
Section 15062 - Ductile Iron Pipe
Section 15100 - Mechanical Appurtenances
1.03 REFERENCES
A. Work covered by this Specification shall meet or exceed the provisions of the latest editions
of the following Codes and Standards in effect at the time of award of the Contract:
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C 651 Standard for Disinfecting Water Mains
AWWA C 900 Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4 In.
Through 12 In., for Water Distribution
AWWA M 23 Manual of Water Supply Practices - PVC Pipe - Design and
Installation
1.04 SUBMITTALS
A. Submit manufacturer's affidavit certifying product was manufactured, tested and supplied
in accordance with applicable references in this section together with a report of the test
results and the date each test was completed.
1.05 MEASUREMENT AND PAYMENT
A. PolyVinyl Chloride Pipe shall be measured and paid according to per lineal foot bid prices
and according to Section 01025 – Measurement and Payment.
06/2024 POLYVINYL CHLORIDE PIPE
SU1037E PAGE 15065 - 2
PART 2 PRODUCTS
2.01 POLYVINYL CHLORIDE PIPE
A. All polyvinyl chloride pipe intended for use in public drinking water supply pipelines
or in pressure pipeline systems shall be manufactured of material conforming to
AWWA C900 PVC materials for Pressure Class 150. All plastic pipe must be
approved for potable water use by the National Sanitation Foundation and must bear
the logo "NSF-pw" or "NSF-61" indicating such approval. Pipe sections shall be
clearly marked to:
1. Identify manufacturer's name or trademark.
2. Nominal pipe size and OD base.
3. AWWA material code designation.
4. Dimension ratio.
5. AWWA pressure class.
6. AWWA specification designation.
7. Product record code.
B. All materials that may come in contact with drinking water, including pipes, gaskets,
lubricants and O-rings, shall be ANSI-certified as meeting the requirements of
ANSI/NSF Standard 61, Drinking Water System Components – Health Effects. To
Permit field-verification of this certification, all components shall be appropriately
stamped with the NSF logo (ANSI/NSF Standard for Health Effects).
2.02 POLYVINYL CHLORIDE JOINTS
A. All joints and accessories shall be as manufactured and furnished by the pipe supplier and
have bell and/or spigot configurations and have compatible pressure ratings with that of
the pipe.
2.03 DUCTILE IRON FITTINGS
A. Ductile iron fittings shall comply with the requirements of Section 15062 Ductile Iron Pipe.
2.04 CONCRETE
A. Concrete for all thrust blocks shall comply with the requirements of Section 03300 Cast-
In-Place Concrete.
2.05 SAFETY TAPE
A. Safety tracer tape shall be a minimum of 3" wide by 5.0 mil overall thickness, with no less
than a 50 gauge solid aluminum foil core. It shall be Safety Blue in color and shall be
clearly labeled with the word “WATER”. Safety tape shall be as manufactured by
Magnatec or accepted equal.
06/2024 POLYVINYL CHLORIDE PIPE
SU1037E PAGE 15065 - 3
PART 3 EXECUTION
3.01 INSTALLATION
A. Polyvinyl Chloride pipe shall be installed in accordance with the "American Water Works
Association Manual of Water Supply Practices - PVC Pipe - Design and Installation"
(AWWA No. M23).
B. The pipe shall be plugged at the end of each work day, or period of work suspension.
C. Safety tracer tape shall be installed above pipe as required by the Drawings.
D. Ductile iron fittings shall be installed in accordance with the requirements of Section 15062
Ductile Iron Pipe.
3.02 THRUST BLOCKS
A. Thrust blocks shall be installed at points where the pipe changes direction or velocity such
as: at all tees, elbows, wyes, caps, valves, hydrants, reducers, etc.
B. Thrust blocks shall be constructed so that the bearing surface is in direct line with the major
force created by the pipe or fitting.
C. Thrust blocks shall bear against solid undisturbed earth at the sides and bottom of the trench
excavation and shall be shaped so as not to obstruct access to the joints or the pipe or fitting.
D. Thrust blocks shall be sized and constructed as indicated on Standard Drawing W-03.
3.03 PRELIMINARY CLEANING AND FLUSHING
A. CONTRACTOR shall flush the pipeline as the work progresses by a means in accordance
with good practice to insure that sand, rocks, or other foreign material are not left in any of
the pipeline. If possible the flushing shall be made with an open pipe end.
3.04 TESTING OF PIPELINE
All new water mains or appurtenances shall be disinfected in accordance with AWWA
Standard C651-05 or a method approved by the Director. The specifications shall include
detailed procedures for the adequate flushing, disinfection and microbiological testing of all
water mains. On all new and extensive distribution system construction, evidence of
satisfactory disinfection shall be provided to the Division. Samples for coliform analyses shall
be collected after disinfection is complete and the system is refilled with drinking water. A
standard heterotrophic plate count is advisable. The use of water for public drinking water
purposes shall not commence until the bacteriologic tests indicate the water is free from
contamination.
A. Source of Water
06/2024 POLYVINYL CHLORIDE PIPE
SU1037E PAGE 15065 - 4
1. CONTRACTOR shall assume all responsibility to obtain the necessary water supplies
for pressure testing of the pipeline.
B. Testing Procedure
1. Polyvinyl Chloride pipe shall be tested at a static pressure of 200 psi for 2 hours in
accordance with the "American Water Works Association Manual of Water Supply
Practices - PVC Pipe -Design and Installation" (AWWA No. M23).
2. In the case of pipelines that fail to pass the leakage test, CONTRACTOR shall
determine the cause of the excessive leakage, shall take corrective measures necessary
to repair the leaks, and shall again test the pipelines, all at no additional cost to
CONTRACTOR.
3. The ENGINEER shall be notified at least 48 hours before the pipeline is to be tested so
that he may be present during the test.
3.05 DISINFECTING
A. Source of Water
1. CONTRACTOR shall assume all responsibility to obtain the necessary water supplies
for disinfection of the water line system.
B. Testing Procedure
1. Leakage and pressure testing must be completed prior to disinfection procedures.
2. All water piping installed under this Contract shall be disinfected using an approved
disinfection method in accordance with the "American Water Works Association
Standard for Disinfecting Water Mains" (AWWA C651).
3. Heavily chlorinated water shall not be discharged onto the ground or into a drainage
way. Upon completion of disinfection, Sodium Bisulfate (NaHSO3) shall be applied
to the heavily chlorinated water to neutralize thoroughly the chlorine residual
remaining. Water shall be neutralized to less than 1 ppm before release.
4. After approval of disinfection, CONTRACTOR shall flush the new system until the
chlorine residual is a maximum of 0.3 ppm.
5. At the end of 24 hours, a bacteriological test will be performed by CONTRACTOR t
to insure adequate disinfection. If the initial disinfection fails to provide satisfactory
bacteriological results, or shows the presence of coliform bacteria, then the line shall
be re-chlorinated, flushed, and retested until satisfactory results are obtained at the
expense of CONTRACTOR.
- END OF SECTION -
06/2024 HIGH DENSITY POLYETHYLENE PIPE
SU1037E PAGE 15067 - 1
SECTION 15067
HIGH DENSITY POLYETHYLENE PIPE
PART 1 GENERAL
1.01 DESCRIPTION
A. This section covers furnishing and installation of high density polyethylene
(HDPE) pipe for the pressurized piping system as shown on the drawings and
specified herein.
1.02 REFERENCES
A. The latest edition of the following publications form a part of this specification to
the extent referenced. The publications are referred to in the text by basic
designation only.
AMERICAN SOCIETY FOR TESTING MATERIALS (ASTM)
ASTM D 1248 Standard Specifications for Polyethylene Plastics,
Molding & Extrusion Materials.
ASTM D 2321 Underground Installation of Flexible Thermoplastic
Sewer Pipe.
ASTM D 2837 Standard Method for Obtaining Design Basis for
Thermoplastic Pipe Materials.
ASTM D 3261 Butt Heat Fusion Polyethylene (PE) Plastic Fittings
for Polyethylene (PE) Plastic Pipe and Tubing
ASTM D 3350 Standard Specification for Polyethylene Plastic Pipe
and Fittings Materials.
AMERICAN WATER WORKS ASSOCIATION
AWWA C 906Polyethylene (PE) Pressure Pipe and
Fittings, 4 In. through 63 In., for Water Distribution
PHILLIPS PETROLEUM DRISCOPIPE
Technical Note No. 35, "Hydrostatic Testing of HDPE Pressure Pipelines."
1.03 SUBMITTALS
A. The following shall be submitted:
1. Certified copies of test reports demonstrating conformance to applicable
pipe specifications, before pipe is installed.
06/2024 HIGH DENSITY POLYETHYLENE PIPE
SU1037E PAGE 15067 - 2
1.04 MEASUREMENT AND PAYMENT
A. High Density Polyethylene pipe shall be measured and paid according to the unit
cost per lineal foot bid prices and according to Section 01025 – Measurement and
Payment.
PART 2 PRODUCTS
2.01 POLYETHYLENE PIPE
A. The piping material and fittings shall conform to AWWA C-906 and shall be made
from PE 2406, PE 3406, or PE 3408 as referenced in ASTM D 3350 and ASTM
2837. The high-density polyethylene pipe shall have a manufacturer's
recommended hydrostatic design stress rating of 800 psi based on a material with a
1600 psi design basis determined in accordance with ASTM D 2837. All high-
density polyethylene pipe shall be provided from a single manufacturer.
B. High density polyethylene pipe shall have an SDR and minimum pressure rating as
shown in Table 1. HDPE Pipe shall be SDR 17, 100 psi pipe, conforming to the
IPS sizing system. HDPE Pipe shall be Driscopipe series 4000 HDPE pipe or
accepted equal.
C. All materials that may come in contact with drinking water, including pipes,
gaskets, lubricants and O-rings, shall be ANSI-certified as meeting the
requirements of ANSI/NSF Standard 61, Drinking Water System Components –
Health Effects. To Permit field-verification of this certification, all components
shall be appropriately stamped with the NSF logo (ANSI/NSF Standard for Health
Effects).
EXECUTION
2.01 STORAGE AND HANDLING
A. Pipe shall be stored on clean level ground to prevent undue scratching or gouging.
Sections of pipe with deep cuts or gouges shall be removed and ends of pipes
rejoined. Handling of the joined pipe shall be in such a manner that the pipe is not
damaged by dragging over sharp or cutting objects.
B. Lifting of joined pipe sections shall preclude concentration of bending stresses at
joints and shall be done in a manner which evenly distributes lifting stresses along
the full length of the pipe.
C. Pipe shall be stored in a shaded area or covered to avoid temperature extremes
which may cause the pipe to bow or warp.
06/2024 HIGH DENSITY POLYETHYLENE PIPE
SU1037E PAGE 15067 - 3
TABLE 1
HDPE PIPE MINIMUM PRESSURE RATING
SDR PRESSURE RATING (psi)
7 267
9 200
11 160
13.5 130
17 100
21 80
2.02 INSTALLATION
A. High density polyethylene pipe shall be installed according to the requirements of
ASTM D-2321, and the manufacturer's requirements.
B. Care shall be exercised by the CONTRACTOR in placing the pipe to avoid
damaging the pipe.
C. Any damage to the HDPE pipes shall be repaired at the CONTRACTOR's expense.
D. Stub ends and pipe fittings for butt fusion shall be fabricated of the same parent
material as the HDPE pipe, and shall be of at least the same wall thickness and
pressure rating as the pipe to be joined, unless otherwise recommended by the
manufacturer.
E. Joining techniques and operating procedures shall follow written instructions
provided by the pipe manufacturer and the joint equipment supplier. A copy of
such instructions shall be present at any location in which butt fusion is being
carried out.
F. Flanged joints shall be used for joining between HDPE and other materials or non-
HDPE fittings. Flanged fittings shall have a pressure rating equal to or greater than
the pressure rating of the pipe on which they are to be installed. Backup flanges
for butt fused joints shall be epoxy-coated ductile iron, drilled to ANSI bolt circles
and have a pressure rating of 160 psi. Backup flanges and bolts shall be as approved
or supplied by the pipe manufacturer. It is the responsibility of the CONTRACTOR
to ensure that the flange bolt circle diameter matches that of other flanged fittings
used in the Work, and that bolt dimensions are suitable for the fittings to be joined.
G. The pipe shall be installed with uniform bearing under the full length of the pipe.
06/2024 HIGH DENSITY POLYETHYLENE PIPE
SU1037E PAGE 15067 - 4
H. The pipe shall be plugged at the end of each work day, or period of work
suspension.
2.03 PRELIMINARY CLEANING AND FLUSHING
A. The CONTRACTOR shall flush the pipeline as the work progresses by a means in
accordance with good practice to ensure that sand, rocks, or other foreign material
are not left in any of the pipeline. If possible, the flushing shall be made with an
open pipe end.
2.04 TESTING OF PIPELINE
All new water mains or appurtenances shall be disinfected in accordance with AWWA
Standard C651-05 or a method approved by the Director. The specifications shall include
detailed procedures for the adequate flushing, disinfection and microbiological testing of all
water mains. On all new and extensive distribution system construction, evidence of
satisfactory disinfection shall be provided to the Division. Samples for coliform analyses
shall be collected after disinfection is complete and the system is refilled with drinking
water. A standard heterotrophic plate count is advisable. The use of water for public
drinking water purposes shall not commence until the bacteriologic tests indicate the water
is free from contamination.
A. Source of Water
1. CONTRACTOR shall assume all responsibility to obtain the necessary
water supplies for pressure testing of the pipeline.
B. Testing Procedure
1. HDPE Pipe shall be tested hydrostatically at 200 psi for 2 hours in
accordance with the AWWA standards.
2. In the case of pipelines that fail to pass the leakage test, CONTRACTOR
shall determine the cause of the excessive leakage, shall take corrective
measures necessary to repair the leaks, and shall again test the pipelines, all
at no additional cost to community.
3. The ENGINEER shall be notified at least 48 hours before the pipeline is to
be tested so that he may be present during the test.
DISINFECTING
A. Source of Water
1. CONTRACTOR shall assume all responsibility to obtain the necessary
water supplies for disinfection of the water line system.
06/2024 HIGH DENSITY POLYETHYLENE PIPE
SU1037E PAGE 15067 - 5
Testing Procedure
Leakage and pressure testing must be completed prior to disinfection procedures.
All water piping installed under this Contract (including ductile iron pipe, fittings,
valves, etc.) shall be disinfected using an approved disinfection method in
accordance with the "American Water Works Association Standard for
Disinfecting Water Mains" (AWWA C651).
Heavily chlorinated water shall not be discharged onto the ground or into a drainage
way. Upon completion of disinfection, Sodium Bisulfate (NaHSO3) shall be
applied to the heavily chlorinated water to neutralize thoroughly the
chlorine residual remaining. Water shall be neutralized to less than 1 ppm
before release.
After approval of disinfection, CONTRACTOR shall flush the new system until
the chlorine residual is a maximum of 0.3 ppm.
At the end of 24 hours, a bacteriological test will be performed by CONTRACTOR
to insure adequate disinfection. If the initial disinfection fails to provide
satisfactory bacteriological results, or shows the presence of coliform, then
the line shall be re-chlorinated, flushed, and retested until satisfactory
results are obtained at the expense of CONTRACTOR.
- END OF SECTION -
06/2024 Mechanical Appurtenances
SU1037E Page 15100 - 1
SECTION 15100
MECHANICAL APPURTENANCES
PART 1 GENERAL
1.01 SUMMARY
The developer/CONTRACTOR shall furnish and install all piping and equipment.
1.02 RELATED WORK
A. Related work specified in other sections:
Section 15062 - Ductile Iron Pipe
Section 15065 - Polyvinyl Chloride Pipe
Section 15067 - High-Density Polyethylene Pipe
1.03 MEASUREMENT AND PAYMENT
Measurement and payment for mechanical appurtenances shall not be paid as unit item
but shall be included in the item of work to which it pertains.
1.04 REFERENCES
The latest edition of the following publications form a part of this specification to the
extent referenced. The publications are referred to in the text to by basic designation
only.
1.05 AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C-500 Metal-Seated Gate Valves for Water Supply Services
AWWA C-502 Dry-Barrel Fire Hydrants
AWWA C-508 Swing-Check Valves for Waterworks Service, 2 in. through
24 in.
AWWA C-509 Resilient-Seated Gate Valves for Water Supply Service
AWWA C-512 Air-Release, Air/Vacuum, and Combination Air Valves for
Waterworks Service
AWWA C-701 Magnetic Meters
1.06 SUBMITTALS
Submit catalog cuts on all mechanical appurtenances including: fittings, valves, or other
06/2024 Mechanical Appurtenances
SU1037E Page 15100 - 2
items shown on the Drawings referencing each item by mark number. Information shall
indicate manufacture specification compliance and dimensional data. Contractor shall
submit required AIS documentation with these products.
PART 2 PRODUCTS
2.01 GATE VALVES
Gate valves shall conform to the latest revision of AWWA Resilient Seated gate valve
Standard C-509 and be UL listed, FM approved. All internal parts shall be accessible
without removing the body from the line. The wedge shall be of cast iron completely
encapsulated with resilient material. The resilient sealing material shall be permanently
bonded to the cast iron wedge with a rubber tearing bond to meet ASTM D 429. NRS
stems shall be cast bronze with internal collars in compliance with AWWA. OS&Y stems
shall be bronze. The NRS stuffing box shall have two "O"-Ring seals above the thrust
collar. These rings shall be field replaceable without removing the valve from service.
There shall be low friction thrust bearings above and below the stem collar. The stem nut
shall be independent of the wedge and of solid bronze. The waterway in the seat area
shall be smooth, unobstructed and free of cavities. Stuffing box shall be attached to the
bonnet and the bonnet to the body with bolts and nuts. Blind bolts threaded directly into
the body or bonnet will not be acceptable. The body and bonnet shall be coated interior
and exterior with corrosion resistant coating. Each valve shall be hydrostatically tested at
400 PSI to the requirements of both AWWA and UL/FM.
Valves shall be installed vertically in a horizontal run of pipe, and shall be provided with
a two-inch square operating nut for manually operating the valve with a "T" handle
wrench. The direction of rotation to open shall be to the left (counter-clockwise).
2.02 BUTTERFLY VALVES
Butterfly Valves (AWWA): Butterfly valves shall comply with the requirements of
AWWA C504 and requirements as specified hereinafter.
Butterfly valves shall be constructed of the following materials:
Component Material
Shaft Type 316 Stainless Steel, ASTM A276
Disc Ductile Iron, ASTM A536 Grade 65-45-12
Disc Edge - Seat Surface Type 316, Stainless Steel, ASTM A276
Rubber Seat Neoprene or Buna-N
Body Cast Iron, ASTM A126, Class B
06/2024 Mechanical Appurtenances
SU1037E Page 15100 - 3
Valves shall be the stub or through-shaft design. Wafer type ends are not acceptable.
Unless otherwise specified, valve flange drilling shall be per ANSI B16.1, Class 125.
Mechanical joints shall meet the requirements of ANSI A21.11.
Butterfly valves shall be rated at 150 psig and provide drip tight shutoff up to the full
valve rating. For valves 24 in. and larger, disc seats shall be mechanically held in place
and shall be field replaceable. Valve ends shall be as shown on the drawings.
Butterfly valve interiors shall be factory painted with two coats (minimum 8 mils, each)
of ScotchCote two-part polyamide epoxy (or approved equal). Valve exterior coating
shall be per Section 09800, PAINTING AND SPECIAL COATING SYSTEMS.
Manual operators shall be designed in accordance with AWWA C504 and shall have a
disc position indicator designating the opened and closed position of the valve.
Operators for butterfly valves, 6 in. diameter and smaller, shall permit locking the valves
in any position between fully open and fully closed.
Operators for butterfly valves, 8 in. diameter and larger, shall be the travelling nut or
worm gear type. Operators for exposed service shall be gasketed for weatherproof
service. A handwheel shall be provided for each operator. The direction of rotation for
the operator shall be counter clockwise for opening. Operating torque shall be less than
40 ft-lb. Buried valves shall have 2 in. AWWA nut.
Affidavits of compliance with AWWA C504 shall be provided as a submittal item in
accordance with Section 01300, SUBMITTALS.
All butterfly valves furnished shall be manufactured by Pratt, or equal and shall
comply with American Iron and Steel Requirements.
2.03 CHECK VALVE
The check valve shall be a Spring & Lever type (or equal), for installation at the location
shown on the drawings. The pressure class shall be 150. Shall meet AIS requirements.
2.04 PIPE SUPPORTS
Pipe supports shall be an adjustable pipe support meeting AIS requirements. All pipe
supports shall have a 1-inch high grouted pad to be used as a leveling base.
2.05 VALVE BOXES
Valve boxes shall be provided with a Cast Iron valve box of the extension sleeve type,
and the correct adjustable height to bring the top of the valve box flush with the ground
surface. The valve box shall not be less than five inches in diameter and shall have a
minimum thickness of .375 inch. The box provided also shall be provided with a suitable
base and cover. The word "WATER" shall be cast on the cover, refer to Detail W-05
06/2024 Mechanical Appurtenances
SU1037E Page 15100 - 4
2.06 AIR/VACUUM VALVES
A. Air/Vacuum valves shall be APCO No. 145-C with a 2-inch orifice (or
approved equals), and shall be installed as shown on the drawings.
2.07 ALTITUDE VALVE
A. Altitude valves shall be Cla-Val 210-01 (or approved equal). Valve will
be installed according to manufactures recommendations. Valve settings
will be supplied by ENGINEER.
PART 3 EXECUTION
3.01 INSTALLATION
A. Valves, valve-operating units, stem extensions and other accessories shall
be installed by the CONTRACTOR where shown, or where required in the
opinion of the ENGINEER, to provide for convenience in operation.
Where buried valves are indicated, the CONTRACTOR shall furnish and
install valve boxes to 3-inches above grade in unimproved areas, or at
grade with concrete collar as shown on the Drawings in improved areas.
All gate valves and boxes shall be new and recently manufactured. Install
mechanical appurtenances as indicated on the plans and in accordance
with the manufacturer's written instructions. Valve boxes shall be installed
with concrete collars as noted on the drawings.
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