HomeMy WebLinkAboutPK Contractors Inc; 2002-07-22; 3675-2 Part 4 of 10Section 02702C
SEWER PIPE INSTALLATION AND TESTING
PART 1 - GENERAL
1-1. SCOPE. This section covers the installation and testing of all sewer pipe as
required.
Pipe trenching, bedding, and bacMlII are covered in the trenching and backfilling
section.
1-1.01. Terminology. When the phrase "as required" is stated in this
section, it shall mean "as required in the Data Sheet".
1-2. DELIVERY, STORAGE, AND HANDLING. Shipping shall be in accordance
with the shipping section. Handling and storage shall be in accordance with the
handling and storage section.
Pipe, fttings, and appurtenances shall be transported, stored, and handled in a
manner which prevents damage. Hooks shall not be permitted to come into
contact with joint surfaces. Plastic pipe shall be shaded if necessary to prevent
curvature due to thermal expansion. Damaged pipe and fttings shall be
removed from the site.
PART 2 - PRODUCTS
2-1. MATERIALS. Sewer pipe materials are specified in pipe procurement
sections.
PART 3 - EXECUTION
3-1. ALIGNMENT. Piping shall be laid to the lines and grades indicated on the
drawings. Batter boards, laser beam equipment, or surveying instruments shall
be used to maintain alignment and grade. At least one elevation measurement
shall be made on each length of pipe.
If batter boards are used to determine and check pipe subgrades, they shall be
erected at intervals of not more than 25 feet. At least three batter boards shall
always be maintained in proper position when trench grading is in progress.
If laser beam equipment is used, periodic elevation measurements shall be made
with surveying instruments to verify accuracy of grades. If such measurements
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indicate thermal deflection of the laser beam due to differences between the
ground temperature and the air temperature within the pipe, precautions shall be
taken to prevent or minimize further thermal deflections.
3-2. LAYING PIPE. Pipe shall be protected from lateral displacement by
embedment material installed as specified in the earthwork section. Pipe shall
not be laid in water or under unsuitable weather or trench conditions.
Pipe laying shall begin at the lowest elevation with bell ends facing the direction
of laying, except when reverse laying is permitted by ENGINEER.
Foreign material shall be kept out of the pipe during installation. No debris, tools,
clothing, or other foreign objects shall be placed in the pipe.
Whenever pipe laying is stopped, the open end of the pipe shall be closed with a
tight-fitting end board to keep out soil. The end board shall have perforations
near the center to admit water and prevent flotation of the pipe in the event the
trench becomes flooded.
Core holes and handling holes in concrete pipe shall be repaired by cementing a
properly shaped concrete plug in place with epoxy cement or by other methods
acceptable to ENGINEER.
3-3. JOINTING. All joint preparation and jointing procedures shall comply with
the instructions and recommendations of the manufacturer.
3-3.01. Rubber Gasketed Joints. Rubber gaskets shall be positioned on the joint
in accordance with the manufacturer's recommendations. Immediately before
joints are pushed together, all joint surfaces shall be thoroughly cleaned and
coated with the lubricant furnished with the pipe. The gasket shall be lubricated
and positioned in the spigot groove so that the gasket is distributed uniformly
around the pipe circumference. The position of the rubber gasket shall be
checked with a feeler gauge after each joint is completed. If the gasket is not in
the proper position, the joint shall be pulled apart, the gasket removed and
discarded, and the joint re-assembled using a new, properly lubricated gasket.
Joint lubricant shall be stored in closed containers and shall be kept clean.
When installing pipe in cold weather, the joint surfaces and gaskets shall be kept
warm and the joint lubricant shall be prevented from freezing.
For rubber and steel joints, each exterior joint recess shall be filled with joint
grout. A diaper shall be used to prevent foreign material from entering the joint
recess before grouting and to serve as a form for the grout. Each diaper shall be
of sufficient length to encircle the pipe, leaving enough space between the ends
to allow the grout to be poured. Joint grout shall be poured between the diaper
and the pipe and shall be allowed to run down to the bottom of the pipe. The
grout shall be rodded while being poured, using a stiff wire curved to the
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approximate shape of the pipe. Each joint recess shall be completely filled with
grout for the full circumference of the pipe.
Not less than two lengths of pipe shall be in final position in advance of exterior
joint grouting. If placing of pipe embedment is resumed before the grout has
attained initial set, care shall be taken to prevent damage to the grout while
placing and compacting embedment material.
After trench bacMilling has been completed, the inside joint recess of all pipe with
rubber and steel joints shall be filled with mortar. Joint surfaces shall be damp,
but free from surface water, when the mortar is placed. Mortar shall be
thoroughly compacted to completely fill the recess and shall be finished smooth.
All excess mortar shall be removed from the pipe.
3-3.02. Flexible Sealant Joints. Joints made with flexible joint sealant shall be
coated with the recommended adhesive, and the joint sealant shall be positioned
in accordance with the manufacturer's installation instructions. The pipe sections
forming the joint shall be pulled together with sufficient force to uniformly fill and
seal the annular space in the joint. Joints shall not be made when adverse
weather conditions may prevent proper sealing, nor when the temperature of the
pipe and sealing materials is too low to achieve proper sealing.
3-3.03. Mastic Joints. Surfaces of pipe to be joined with mastic joints shall be
primed, if recommended by the mastic manufacturer. Immediately before joining
the pipes, a uniform layer of mastic shall be applied to the joint surfaces. After
the pipes are in final position, the mastic shall completely fill and seal the annular
space in the joint. Joints shall not be made when weather conditions may
interfere with obtaining a satisfactory seal.
34. WE BRANCHES. Wye branches shall be installed at locations indicated
on the drawings within the manhole. Wye branch locations shall be marked in
advance of the construction of sewers to any property to which sewer service will
be extended and, if the locations have not been designated, sewer construction
shall be stopped until the necessary tee branch locations have been established.
Tee branches shall be installed with the lower lip not more than 2 inches below
the outside top of the pipe, and shall remain uncovered until their locations have
been recorded.
Each tee branch shall be closed with a suitable plug and shall be marked with a
wooden strip extending vertically from the tee to 12 inches above the ground
surface. Markers shall be securely anchored and maintained upright until
backfdling has been completed.
3-5. SERVICE CONNECTIONS. Service connections shall not be installed as
vertical risers but shall be laid on a slope not to exceed 2 vertical to 1 horizontal,
Each service connection pipe shall have a solid bearing on undisturbed earth,
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3-6. CONCRETE ENCASEMENT. Concrete encasement shall be installed
where indicated on the drawings. A pipe joint shall be provided within 12 inches
of each end of the concrete encasement. Concrete and reinforcing steel shall be
as specified in the cast-in-place concrete section. All pipe which is to be
encased shall be suitably supported and blocked in proper position and shall be
anchored against flotation.
3-7. ACCEPTANCE TESTS. Each reach of sewer shall meet the requirements
of the following acceptance tests. All defects shall be repaired to the satisfaction
of ENGINEER.
3-7.01. Lamping. Unless otherwise indicated on the drawings, .each section of
sewer line between manholes shall be straight and uniformly graded. Each
section will be lamped by ENGINEER. CONTRACTOR shall furnish suitable
assistants to assist ENGINEER.
3-7.02. Exfiltration. An exfiltration test shall be conducted on each reach of
sewer between manholes. The first line between manholes shall be tested
before backfilling and before any additional sewer pipe is installed. Thereafter,
exfiltration testing shall be done after backfilling, and individual or multiple
reaches may be tested at the option of CONTRACTOR.
Exfiltration tests shall be conducted by blocking off all manhole openings except
those connecting with the reach being tested, filling the line, and measuring the
water required to maintain a constant level in the manholes. Each manhole shall
be subjected to at least one exfiltration test.
During the exfiltration test, the water depth above the pipe invert at the lower end
shall be at least to the elevation of the ground surface, unless otherwise
specified. The maximum depth of the water at the lower end shall not exceed
25 feet. and the minimum depth of the water at the upper end shall be at least
5 feet above the crown of the pipe or 5 feet above groundwater elevation,
whichever is higher.
The total exfiltration shall not exceed 200 gallons per inch of nominal diameter
per mile of pipe per day for each reach tested. For purposes of determining
maximum allowable leakage, nominal diameter and depth of manholes shall be
included. The exfiltration tests shall be maintained on each reach for at least
2 hours and shall be longer if necessary, in the opinion of ENGINEER, to locate
all leaks.
CONTRACTOR shall provide, at his own expense, all necessary piping between
the reach to be tested and the source of water supply, and all labor, equipment,
and materials required for the tests. The methods used and the time of
conducting exfiltration tests shall be acceptable to ENGINEER.
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3-7.03. Low Pressure Air Testing. Low pressure air testing may be used in lieu
of exfiltration testing for 24 inch diameter and smaller pipe. Air testing shall not
be used for manholes, or for pipe larger than 24 inches in diameter.
Low pressure air testing shall comply with ASTM C828 for vitrified clay, PVC, and
composite pipe, and shall comply with ASTM C924 for concrete pipe. The
schedule of testing shall be submitted to ENGINEER prior to starting the tests.
The time of conducting the tests shall be acceptable to ENGINEER.
The time elapsed for a 1 psi drop in air pressure shall be not less than, nor shall
the air loss exceed, the limits set forth in the governing standard.
If the length of sewer to be tested is fully or partially submerged in groundwater,
the test pressure shall be increased if necessary to overcome the actual static
pressure exerted by the groundwater. If a test pressure greater than 8 psi
results, air testing shall not be used, and exfiltration testing will be required.
Leaks shall be located by testing short sections of pipe. Leaks shall be repaired
and the reach of sewer retested.
3-7.04. Infiltration. If, at any time prior to expiration of the correction period
stipulated in the General Conditions, infiltration exceeds 200 gallons per inch of
nominal diameter per mile of sewer per day, CONTRACTOR shall locate the
leaks and make repairs as necessary to control the infiltration.
3-7.05. Deflection. After backfilling is completed, and before acceptance of the
work, each reach of PVC and composite sewer pipe shall be checked for
excessive deflection by pulling a mandrel through the pipe, or by other methods
acceptable to ENGINEER. Pipe with diametrical deflection exceeding 5 percent
of the inside diameter shall be uncovered, and the bedding and backfill replaced
to prevent excessive deflection. Repaired pipe shall be retested.
3-7.06. InsDection. The CONTRACTOR shall video the complete sewer pipeline
per Carlsbad Municipal Water District specifications,
3-8. CLEANING. The interior of all pipe and fittings shall be thoroughly cleaned
before installation and shall be kept clean until the work has been accepted. All
joint contact surfaces shall be kept clean until the joint is completed.
End of Section
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Section 02704
PIPELINE PRESSURE AND LEAKAGE TESTING
Data Sheet
(Para- (Description
3-3.02 Yes See Schedule 02704-SO2
r No
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Section 02704
PIPELINE PRESSURE AND LEAKAGE TESTING
PART 1 - GENERAL
1-1. SCOPE. This section covers field hydrostatic pressure and leakage testing
of piping. The term "piping" shall be used in this section to refer to piping
systems, pipelines, or sections thereof.
Testing of other piping is covered in the sewer pipe installation and testing
section and the miscellaneous piping section. Cleaning and disinfection of piping
is covered in another section if required.
1-2. GENERAL. Unless otherwise specified, testing of piping shall be completed
prior to final cleaning and disinfection.
CONTRACTOR shall notify federal, state, and local regulatory agencies to
determine if any special procedures or permits are required for disposal of water
used for pressure and leakage testing and to identify acceptable locations for
disposal of the water. All requirements and costs associated with notifications
and obtaining any discharge permit or approvals shall be responsibility of
CONTRACTOR.
ENGINEER or ENGINEERS representative shall be present during testing and
shall be notified of the time and place of testing at least 3 days prior to
commencement of the work. All work shall be performed to the satisfaction of
ENGINEER.
1-2.01. Testina Schedule and Procedure. A testing schedule and test procedure
shall be submitted to ENGINEER for review and acceptance not less than 21
days prior to commencement of testing. The schedule shall indicate the
proposed time and sequence of testing of the piping. The testing procedure shall
establish the limits of the piping to be tested, the positions of all valves during
testing, the locations of temporary bulkheads, and all procedures to be followed
in performing the testing.
1-2.02. SDecial Testina Reauirements. Special testing requirements shall be as
follows:
a. ' The pressure test shall be conducted prior to connection to EWPCF
Pump Station, Recycled Water Pump Station, and recycled water
distribution system.
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1-2.03. mr. Water for testing shall be furnished as stipulated in the
temporary facilities section. Following completion of testing, the water shall be
disposed of in a manner acceptable to ENGINEER. Unless otherwise permitted,
the water shall be kept out of the remainder of the piping.
PART 2 - PRODUCTS
2-1. TEST EQUIPMENT. All necessary connections between the piping to be
tested and the water source, together with pumping equipment, water meter,
pressure gauges, and all other equipment, materials, and facilities required to
perform the specified tests, shall be provided. All required flanges, valves,
bulkheads, bracing, blocking, and other sectionalizing devices shall also be
provided. All temporary sectionalizing devices shall be removed upon
completion of testing. Vents shall be provided in test bulkheads where
necessary to expel air from the piping to be tested.
Test pressures shall be applied by means of a force pump sized to produce and
maintain the required pressure without interruption during the test.
Water meters and pressure gauges shall be accurately calibrated and shall be
subject to review and acceptance by ENGINEER.
Permanent gauge connections shall be installed at each location where test
gauges are connected to the piping during the required tests. Drilling and
tapping of pipe walls will be permitted as required. Upon completion of testing,
each gauge connection shall be f~ed with a removable plug or cap acceptable to
ENGINEER.
PART 3 - EXECUTION
3-1. FILLING AND VENTING. Before filling the piping with water, care shall be
taken to ensure that all air release valves and other venting devices are properly
installed and in the open position. Hand-operated vent valves shall not be closed
until an uninterrupted stream of water is flowing from each valve. The rate of
filling the piping with water must not exceed the venting capacity of the installed
air vent valves and devices.
3-2. BLOCKING AND BACKFILLING. Piping shall be adequately blocked,
anchored, and supported before the test pressure is applied. Underground
piping shall be tested before the joints are covered.
3-3. PRESSURE TESTING. After the piping to be tested has been filled with
water, the test pressure shall be applied and maintained without interruption
within plus or minus 5 percent of test pressure for 4 hours plus any additional
time required for ENGINEER to examine all piping being tested and for
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CONTRACTOR to locate any defective joints and pipe materials. The test
pressure shall be in accordance with the requirements specified for pipeline Or
plant piping.
3-3.01. Pipeline Test Pressure. Piping shall be subjected to a hydrostatic test
pressure as indicated in the Pipeline Test Pressure Schedule 02704-Sol.
The test pressure, expressed in feet [m] of water, to be applied at any point in the
piping shall be equivalent to the arithmetic difference between the specified test
pressure plane elevation and the elevation of the horizontal center line of the
piping at the selected location. The value obtained shall be multiplied by 0.433 to
obtain psi.
3-3.02. Plant PiDina Test Pressure. Unless otherwise noted, piping shall be
subjected to the test pressure as indicated in the Plant Piping Test Pressure
Schedule 02704-SO2.
3-4. PLANT PIPING LEAKAGE. All plant piping shall be watertight and free
from leaks. Each leak which is discovered within the correction period stipulated
CONTRACTOR.
in the General Conditions shall be repaired by and at the expense of
3-5. PIPELINE LEAKAGE TESTING. Following completion of pressure testing
and acceptance by ENGINEER, the pipeline piping shall be subjected to a
leakage test. The duration of the leakage test shall be 4 hours plus the additional
time required for ENGINEER to make an accurate determination of leakage.
3-5.01. Leakage Test Pressure. The hydrostatic pressure maintained during the
leakage test shall be at least 75 percent, but not more than 100 percent, of the
pressure specified for pressure testing of the piping and shall be maintained
within plus or minus 5 psi during the entire time that leakage measurements are
being performed.
3-5.02. Leakage Measurement. Measurement of leakage shall not be attempted
until all trapped air has been vented and a constant test pressure has been
established. After the pressure has stabilized, piping leakage shall be measured
with a suitable water meter installed in the pressure piping on the discharge side
of the force pump.
3-5.03. Allowable Leakage. The term "leakage", as used herein, refers to the
total amount of water which must be introduced into the piping during the leakage
test to maintain the test pressure.
No piping will be accepted f and while it exhibits a leakage rate in excess of that
determined by the formulas presented in the Standard Specifkations for Public
Works Construction.
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Whenever the piping to be tested contains pipe of different diameters, the
allowable leakage shall be calculated separately for each diameter and the
corresponding length of piping. The resulting allowable leakage rates shall be
added to obtain the total allowable leakage for the entire piping.
All joints in piping shall be watertight and free from visible leaks during the
leakage test. Each leak which is discovered within the correction period
stipulated in the General Conditions shall be repaired by and at the expense of
CONTRACTOR regardless of the amount that the total leakage may have been
below the specified allowable leakage rate during the leakage test.
If the leakage test indicates a higher than allowable leakage rate,
CONTRACTOR shall locate and repair leaking joints and other defective work to
the extent necessary to reduce the leakage to an acceptable value.
End of Section
(Carlsbad Water) (Recycling Facility) 02704
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Division 03
Concrete
Section 03300C
CAST-IN-PLACE CONCRETE - CONSTRUCTION
Data Sheet
ara-
raph
Data Description
-2 - I7 Liquid containing (Al, A2, A4) Types of concrete.
E Non-liquid containing (A3. A2, A4)
E Exterior flatwork (8)
I7 Architectural (C, A2, A4)
E Ductbanks, etc (Dl)
I7 Underwater (D2)
Mass (D3)
C. Pan Stairs (D4)
E Wash Water trough (D5)
E Composite topping (D6)
ilT Pea Gravel (A2)
€PC Project. r Yes
F No
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Liquid Containing (AI, A2, A4) Data Sheet
)Para- 1DeSCriDtiOn IData
graph
1-3 - Submittals
Reinforcement material certification G Yes 1 1s required
placement drawings are required.
Reinforcement bar lists and
c Yes Concrete lift drawings are required.
G Yes
r No
(5 No
Certifications required. E Membrane curing compoundlfloor sealer
E Form coating - VOC compliant
C None
2-2 Materials
Membrane curing compound. C. Permitted
Not Permitted
I hhen curing compounds are IC VOC - EPA I permitted, indicate any
environmental requirements.
G Yes Form coating required.
(5 VOC compliant
~. - ~
r NO
Weldable reinforcing steel required. c Yes
G No
Ductile reinforcing bars required. G Yes
r NO
Epoxy coated reinforcing bars
required. G Yes
c NO
Mechanical connections. B Required
13 Not permitted
C Permitted
Indicate locations of mechanical
connections, when required.
At locations shown on drawings.
connections are permitted.
Indicate locations where mechanical
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Waterstops. ~~
@ Required
r Permitted
Pre-cure finishing aid.
@ Permitted
r Required
g Concrete Placement
Placing sequence required. C Yes
r No
Underwater concrete.
e Not permitted
C: Permitted
C Required
Concrete Finishing
Broom finish required. r Yes
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Concrete surface coloring required. r Yes
No
Floor sealer required. r Yes
No
3-17 Field Quality Control ~~~~ ~ ~~~~
Shrinkage testing required. Yes
r No
3-18 Concrete Evaluation
Evaluation criteria. ii? Durability
Compressive strength
Other
evaluation criteria. When "Other" is selected, alternate
Required. Yes
3-19 Steel Protection
r No
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Non-Liquid Containing (A3. A2, A4) Data Sheet
Para- Data Description
graph
1-3 Submittals
Reinforcement material certification
is required. li Yes
r NO
Reinforcement bar lists and
placement drawings are required. li Yes
r NO
Concrete lifl drawings are required. r Yes
li No
Certifications required. Membrane curing compound/fioor sealer
E Form coating - VOC complaint
E None
2-2 Materials
Membrane curing compound. @ Permitted
[r Not Permitted
When curing compounds are permitted, indicate any
environmental requirements. li VOC compliant
Form coating required. li Yes
r NO
r voc - EPA
Weldable reinforcing steel required. r Yes
li No
Ductile reinforcing bars required. li yes
r NO
Epoxy coated reinforcing bars
required. r Yes
0 No
Mechanical connections.
Permitted
Required
cj Not permitted
Indicate locations of mechanical
connections, when required.
Indicate locations where mechanical
connections are permitted. At locations shown on drawings
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r Permitted
Pre-cure finishing aid. r Required
Permitted
3-2 Concrete Placement
Underwater concrete. C Required
II IC Permitted I? Not Permitted
3-3 IConcrete Finishing 1 Broom finish required at exterior stairs
II Broom finish required Yes
lr No
Non-slip aggregate finishing r- Yes
required. No
Grout cleaning finish required. r Yes
(s No
3-14 Brush-blasted wall finish required. r Yes
No
3-4 Concrete Curing
Water curing. r Required
Ili. Permitted
Membrane curing compound
permitted. Yes
/r No II Film curing permitted
3-7 Tolerances
Tolerances as specified. e Yes
r Other
When "Othe? is selected, alternate
tolerances.
Ringwall tolerances required. r Yes
C; No
3-9 Miscellaneous Concrete
apor barrier required. r Yes
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C No
Floor sealer required. r Yes
C No
3-17 Field Quality Control
Shrinkage testing required. r Yes
(i No
When "Yes" is selected, concrete
in the field.
classes that will be shrinkage tested
Evaluation criteria. E Durability
3-18 Concrete Evaluation
Compressive strength
C Other
hen "Other" is selected, alternate
3-19 Steel Protection
Required. G Yes
r no
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03300C
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Exterior Flatwork (B) Data Sheet
/Para- IDescription Data
1-3 (Submittals
IReinforcement material certification Yes 1 (is required Ir No
Reinforcement bar lists and placement drawings are required. (i Yes
E Membrane curing cornpoundlfloor sealer Certifications required.
r NO
R Form coating - VOC compliant
r None
23 Materials
Membrane curing compound. E Permitted
C Not permitted
When curing compounds are
permitted, indicate any
environmental requirements. (i VOC compliant
Form coating required. (i Yes
T VOC - EPA
r NO
Weldable reinforcing steel required. r Yes
(i No
Epoxy coated reinforcing bars
required. C Yes
Mechanical connections. ti Required
r Permitted
r Not permitted
(i No
Indicate locations of mechanical
connections, when required.
At locations shown on drawings
connections are permitted.
Indicate locations where mechanical
Waterstops. (i Required
r Permitted
Pre-cure finishing aid.
C Permitted
r Required
3-3 Concrete Finishing
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03300C -8-
Broom finish required.
required.
C; No
r Yes
r Yes Non-slip aggregate finishing
r; No -
-
-
-
-
-
-
- -
-
-
-
-
-
-
-
-
- -
Pavement finishing required. r; Yes
r NO
Sidewalk finishing required. li Yes
c NO
Curb and gutter finishing required.
C No
r; Yes
3-4 Concrete Curing
Water curing. C Required
(i Permitted
Membrane curing compound
permitted. Yes
r NO
I I
Film curing permitted. Yes
Ir No
3-7 Tolerances
Tolerances as specified. r; Yes
C Other
When "Other" is selected, alternate
tolerances.
3-9 Miscellaneous Concrete 3-16
Vapor barrier required. Yes
r No 1 pte surface coloring required. ]r Yes
No II Floor sealer required
I
3-18 Concrete Evaluation
Evaluation criteria. IK Durability
I7 Compressive strength
II. Other
When "Other" is selected, alternate
evaluation criteria.
3-19
(Carlsbad Water) 03300C
Steel Protection
(Recycling Facility) -9-
Required. (5 Yes
c NO
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Ductbanks, etc (Dl) Data Sheet
Para-
graph
Data Description
r-3 Submittals
is required.
Reinforcement material certification c Yes
li No ll placement drawings are required.
Reinforcement bar lists and
1 [Certifications required. C Membrane curing compoundlfloor sealer
C Form coating - VOC compliant
R None
22 Materials
Membrane curing compound, Permitted
C; Not permitted
When curing compounds are
permitted, indicate any
environmental requirements.
Form coating required.
(5 VOC compliant
T Yes
r voc - EPA
(i. No
eldable reinforcing steel required. r Yes
No
I 1Epoxy coated reinforcing bars )r Yes I puired
I
Mechanical connections.
R Penitted
C Required
Not permitted
Waterstops.
C Required Pre-cure finishing aid.
r Permitted
li Required
li Permitted
3-2 Concrete Placement
Ductbanks requiring watertight joints (5 Yes
r No
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03300C - 11 -
Undewater concrete.
E Permitted
r Required
E Not permitted
3-3 &g
Concrete Finishing
Broom finish required. r Yes
No
3-4 Concrete Curing
Water curing. r Required
Membrane curing compound
Permitted
permitted. Yes
r No
Film curing permitted. r Yes
r No
3-7 Tolerances
Tolerances as specified. Yes
r Other
When "Other is selected, alternate
tolerances.
3-9 Miscellaneous Concrete 3-16
Concrete surface coloring required. r Yes
No
3-18 Concrete Evaluation
Evaluation criteria. E Compressive strength
C Other
evaluation criteria.
When "Other" is selected, alternate
Required. r Yes
3-19 Steel Protection
No
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03300C
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Section 03300C
CAST-IN-PIACE CONCRETE - CONSTRUCTION
PART 1 - GENERAL
1-1. SCOPE. This section covers all construction requirements of cast-in-place
concrete, including reinforcing steel, forms, finishing, curing, and other
appurtenant work. Procurement of the concrete mixture and delivery to the site
through discharge at the end of the delivery truck chute is covered in Section
03300P Cast-in-Place Concrete - Procurement.
1-1.01. Terminoloqy. When the phrase "when required" or "as required" is
stated in this section, it shall mean "when required in the attached data
sheets" or "as required in the attached data sheets".
1-2. GENERAL. All cast-in-place concrete shall be accurately formed and
properly placed, finished, and cured as indicated on the drawings and as
specified herein.
1-2.01. Concrete Classifications. Concrete classifications shall be defined and
used as indicated for the following classes:
Concrete Classification
A. Structural Concrete
Class Class Descriotion
AI. Concrete for Liquid Containing Structures: liquid-containing
environmental structures, liquid-containing tanks, interior
suspended slabs in high humidity areas, headwalls, and all
other concrete exposed to view and not otherwise indicated
on the drawings.
A2. Pea Gravel Concrete; Congested areas
A3. Concrete for Non-Liquid Containing Structures; footings,
foundations, manholes, catch basins, pan-formed joists, and
all other structural concrete other than for liquid containing
structures.
A4. Mortar Puddle.
E. Exterior Flatwork Concrete
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(Recycling Facility) 03300C - 13-
D. Miscellaneous Concrete
Dl. Ductbanks, Pipe Blocking, Concrete Fill, and Pipe
Encasement.
1-3. SUBMITTALS.
1-3.01. Drawings and Data. All submittals of drawings and data: manufacturers'
certificates of compliance, certification of reinforcement, reinforcement bar lists
and placement drawings; test data; reports; catalog data sheets: and other data
shall be in accordance with the submittals section, and as required.
When epoxy coated reinforcement is specified, CONTRACTOR shall provide
certifications from the epoxy-coated reinforcement manufacturer verifying that
coatings comply with ASTM A775, Annex AI, and that all coated reinforcement
complies with ASTM A775 or A884 and with this specification at the time of
shipment.
When required, bar lists and drawings for the fabrication and placing of
reinforcement shall be submitted for review and shall have sufficient plans,
elevations, and sections to adequately detail and label all reinforcement, The bar
lists and drawings shall also include a reference to the structure in which the
reinforcement will be installed and to the project drawing showing the
reinforcement.
1-3.02. Manufacturer's Certificate of Compliance. When required, a
manufacturer's certificate of compliance, which includes the name of the project
and, when requested, copies of independent test results confirming compliance
with specified requirements, shall be submitted to ENGINEER for the following
materials:
Membrane curing compound and floor sealer
VOC Compliant Form Coating
1-4. STORAGE AND HANDLING.
Reinforcing steel shall be carefully handled and shall be stored on supports
which prevent the steel from touching the ground.
When epoxy-coated reinforcing bars are specified, epoxy-coated reinforcement
shall be handled using equipment with protected contact areas. Bundles or
stacks of epoxy-coated reinforcement shall be lifted at multiple points to prevent
abrasion from sags.
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Epoxy-coated reinforcement shall not be dropped or dragged and shall be stored
on protective cribbing. Faded or chalking coating will not be cause for rejecting
epoxy-coated reinforcement.
Expansion joint filler and rubber and plastic (PVC) water stops for expansion or
contraction joints shall be stored in a cool place protected from direct sunlight.
PART 2 - PRODUCTS
2-1, LIMITING REQUIREMENTS. Each concrete mixture will be designed and
controlled, within the limits specified in Section 03300P, to provide a dense,
durable concrete suitable for the expected service conditions.
Concrete shall be handled, placed, and cured in a manner that will minimize
shrinkage and cracking as specified herein, and in accordance with Chapters 3
and 8 of ACI 224R. Concrete temperatures shall be controlled both before and
after placement to minimize cracking. Any rise in concrete temperature caused
by environmental conditions that will be conducive to excessive shrinkage shall
be controlled with blankets or other acceptable means of insulation.
2-1.06. Slump. Concrete slump shall be kept as low as possible, consistent with
proper handling and thorough consolidation. Unless otherwise authorized by
ENGINEER, slump shall be at least 2 inches and shall not exceed 3 inches.
When superplasticizer is dispensed at the site, slump shall not exceed 3 inches
before superplasticizer is added. Slump shall not exceed 8 inches after
superplasticizer has been added, except for Classes D2 and D7.
2-1.06.01. PumDed Concrete. Coarse aggregate size for pumped concrete
mixtures shall be limited to a maximum of 1-112 inch .
The slump of concrete, with or without a superplasticizer, that is discharged into
the pump may exceed the specified maximum slump value by the amount of
slump loss in the pumping system, up to a maximum of 1 inch. The slump loss
shall be determined by tests made at each end of the pumping system.
2-1.09. Admixtures. Superplasticizer may be dispensed into the concrete on the
jobsite and shall be mixed in accordance with the admixture manufacturer’s
recommendations.
Each superplasticizer dose, when dispensed at the site, shall be easily verifiable.
The superplasticizer for each load shall be accurately proportioned into a
separate container prior to dispensing the admixture into the concrete. When
truck-mounted dispensers are used, the system shall not be flushed or cleaned
with water until after the entire load of concrete has been discharged. When
permitted by ENGINEER, redosing of concrete with superplasticizer shall be
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done only once. Redosing procedures shall be as recommended by the
admixture
2-2. MATERIALS.
Reinforcing Steel
Bars, Except Weldable
Bars, Weldable
ASTM A615, Grade 60, deformed.
ASTM A706 or A615, Grade 60,
deformed, with maximum Carbon
equivalent of 0.55%.
Ductile Reinforcing Bars
Column Spirals
Welded Wire Fabric
Bar Supports
Bars, Epoxy-Coated
Welded Wire Fabric and
Steel Wire, Epoxy-
Coated
Patching Material for the
Epoxy Coating
Bar Supports for Epoxy-
Coated Reinforcement
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ASTM A706 or ASTM A615,
Grade 60, if the actual yield strength
based on mill tests does not exceed
the specified yield strength by more
than 18,000 psi (retests shall not
exceed this value by more than an
additional 3,000 psi ) and the ratio of
the actual ultimate tensile strength to
the actual tensile yield strength is not
less than 1.25.
ASTM A82, cold drawn wire.
ASTM A185 or A497.
CRSl Class 1, plastic protected; or
Class 2, stainless steel protected.
ASTM A775 using ASTM A61 5 and
A706 bars only, minimum dry film
thickness of 7 mils.
ASTM A884, minimum dry film
thickness of 7 mils.
As specified in ASTM A775 Annex
AI.
Coated wire bar supports, bar
supports made of dielectric material,
or other acceptable materials. Wire
bar supports shall be coated with
dielectric material for a minimum
03300C - 16-
Mechanical Connections
Protective Tape Wrap
Forms
Prefabricated
Plywood
Fiberboard
Lumber
Chamfer Strips
Form Coating - VOC
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(Recycling Facility)
distance of 2 inches from the point of
contact with the epoxy-coated
reinforcing bars. Reinforcing bars
used as support bars shall be epoxy-
coated. In walls having epoxy-coated
reinforcing bars, spreader bars shall
be epoxy-coated. Proprietary
combination bar clips and spreaders
used in walls with epoxy-coated
reinforcing bars shall be made of
corrosion-resistant material or coated
with dielectric material.
Erico Products "Cadweld T-Series"
or "Lenton", or Richmond "Dowel Bar
Splice System".
Tapecoat "Tapecoat 20".
Simplex "Industrial Steel Frame
Forms", Syrnons "Steel Ply", or
Universal "Uni-form".
Product Standard PSI, waterproof,
resin-bonded, exterior type Douglas
fir, face adjacent to concrete
Grade B or better.
ANSVAHA A135.4, Class 1,
tempered, water-resistant, concrete
form hardboard.
Straight, uniform width and
thickness, and free from knots,
offsets, holes, dents, and other
surface defects.
Clear white pine, surface against
concrete planed.
Nonstaining and nontoxic after
30 days, VOC-compliant; Burke
"Form Release (WB)", L&M
Chemical "E 2 Strip", Nox-Crete
"Form Coating", or Symons "Thrift
03300C -17-
Kote E.
Malleable iron, with galvanized
askew-head bolts, nuts, and
washers; Hohmann and Barnard "HW, Richmond "Peerless", or
Weston "WC50".
Wedge Inserts
Water Stops
Metal
Rubber
Plastic
For Concrete Sections 8
Inches or Less in
Thickness
For Concrete Sections
Thicker Than 8 Inches
Thick
Expansion Joint Materials
Filler
Filler Adhesive
Sealant
Vapor Barrier
Bearing Pads
Concrete Surface
Uncoated carbon steel, with size and
thickness as indicated on the
drawings.
"Dumbbell" type, 3/8 inch thick, with
a 3/4 inch bead along each edge;
Grace, US. Rubber, or Williams.
Polyvinyl chloride (PVC), ribbed or
serrated type, 3/8 inch thick, with an
"0' bulb closed center section.
Six inches wide: Greenstreak "705"
or Vinylex "RB6-38.
Nine inches wide; Greenstreak "709
or Vinylex "RB9-38".
Preformed sponge rubber, ASTM
D1752, Type 1.
As recommended by manufacturer.
As specified in the caulking section.
Polyethylene coated reinforced
paper; Fortifiber "Moistop".
Preformed fiber-reinforced synthetic
rubber elastomer, at least 1/4 inch
thick; JVI "Capralon" or Voss
Engineering "Sorbtex".
Dry-shake colored hardener for
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ColoringlHardener
Polyethylene Film
Pre-Cure Finishing Aid
Nonslip Aggregate
Epoxy Bonding Agent
Membrane Curing
Compound and Floor Sealer
voc - EPA
VOC - Compliant
concrete flatwork; Davis Colors
"Color-Shake", L.M. Scofield
"Lithchrome", Master Builders
"Colorcron", or Tamms "Dust-On
Color Hardener".
Product Standard PS17, 6 mils or
thicker.
Burke "Finishing Aid Concentrate",
Euclid "Eucbar", L7M Chemical "E-
Con", Master Builders "Confilm", or
Sika "Sikafilm".
Aluminum oxide aggregate; L&M
Chemical "Grip It" or Sonneborn
"Frictex H.
ASTM C881, Types I and V,
moisture insensitive, 100 percent
solids: Master Builders "Concresive
Liquid LPL" or Sika "Sikadur Hi-Mod
Adhesive".
AST
maxi
non)
Chel
Son1
SYm
25 F
kgh
M C1315, Type I, Class A,
imum VOC 5.8 Ib/gal, minimum
Iercent solids, acrylic,
(ellowing, unit moisture loss 0.40
I' maximum in 72 hours; L&M
nical "Dress & Seal 30,
ieborn "Kure-N-Seal 30 ", or
ons "Cure & Seal 30%".
ASTM C1315, Type I, Class A, water
based, VOC-compliant acrylic,
maximum VOC 2.9 Iblgal, minimum
30 percent solids, nonyellowing, unit
moisture loss 0.40 kglm'in 72 hours
maximum; Euclid "Super Aqua Cure
VOX', L&M Chemical "Dress & Seal
WB30, or Symons "Cure & Seal
31 %E".
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2-4. FORMS. Forms shall be designed to produce hardened concrete having the
shape, lines, and dimensions indicated on the drawings. Forms shall conform to
ACI 347 and the following additional requirements.
Forms for surfaces which will be exposed to view after construction is completed
shall be constructed of prefabricated plywood panels, job-built of plywood, or
lined with plywood or fiberboard. Forms for exposed surfaces shall be laid out in
a regular and uniform pattern with the long dimension of panels vertical and all
joints aligned. The forms shall produce finished surfaces that are free from
offsets, ridges, waves, and concave or convex areas, within the tolerances
specified herein.
Plywood or lined forms will not be required for surfaces which are normally
submerged or not ordinarily exposed to view, such as the interior of manholes,
basins, and reservoirs. Other types of forming materials, such as steel or unlined
wood, may be used where plywood or lined forms are not required and may be
used as backing for form linings. Concrete forms are required above all extended
footings.
Flat segmented forms not more than 24 inches wide may be used for forming
curved surfaces 25 feet in diameter or larger.
Where concrete is placed against gravel or crushed rock which does not contain
at least 25 percent material passing a No. 4 sieve, such surfaces shall be
covered with polyethylene film to protect the concrete from loss of water. Joints in
the film shall be lapped at least 4 inches and taped.
Where concrete is placed against rock, all loose pieces of rock shall be removed
and the exposed surface cleaned with a high-pressure water spray.
2-4.01. Desian. Forms shall be substantial and sufficiently tight to prevent
leakage of mortar. Forms shall be braced or tied to maintain the desired position,
shape, and alignment during and after concrete placement. Walers, studs,
internal ties, and other form supports shall be sized and spaced so that
permissible working stresses are not exceeded.
Beams and slabs supported by concrete columns shall be.formed so that the
column forms may be removed without disturbing the supports for the beams or
slabs.
Wherever the top of a wall will be exposed to weathering, the forms on at least
one side shall not extend abovethe top of the wall and shall be brought to true
line and grade. At other locations, forms shall be brought to a true line and grade,
or a wooden guide strip shall be placed at the proper location on the forms so
that the concrete surface can be finished with a screed or template to the
specified elevation, slope, or contour. At horizontal construction joints in walls,
the forms on one side shall.not extend more than 2 feet above the joint.
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Temporary openings shall be provided at the bottom of column and wall forms
and at other points where necessary to facilitate cleaning and inspection.
2-4.02. Form Ties. Form ties shall have removable end and permanently
embedded body, and shall have sufficient strength and rigidity to support and
maintain the form in proper position and alignment without the use of auxiliary
spreaders. Cones shall be provided on the outer ends of each tie, and the
permanently embedded portion shall be at least 1 inch back from the concrete
face. Form ties for liquid-containing walls shall be provided with water stop
washers located on the permanently embedded portions of the ties at the
approximate center of the wall. Permanently embedded portions of form ties
without threaded ends shall be constructed so that the removable ends are
readily broken off without damage to the concrete. Through-wall tapered
removable ties will not be acceptable. The type of form ties used shall be
acceptable to ENGINEER.
Form ties in exposed surfaces shall be uniformly spaced and aligned in
horizontal and vertical rows.
2-4.03. Edaes and Corners. Chamfer strips shall be placed in forms to bevel all
salient edges and corners, except the top edges of walls and slabs which are to
be tooled and edges which are to be buried. Equipment bases shall have formed
beveled salient edges for all vertical and horizontal corners, unless specifically
indicated otherwise on the drawings. Unless otherwise noted, bevels shall be
3/4 inch wide.
2-4.04. Form Removal. Forms shall not be removed from structures until the
concrete in the structures has sufficient strength to support the weight of the
structure and any superimposed load, including loads from construction
operations. CONTRACTOR shall be responsible for limiting any applied loadings.
There shall be no evidence of damage to concrete and no excessive deflection or
distortion of members due either to the removal of forms or to loss of support.
Supporting formwork shall not be removed from horizontal members until the
concrete has attained at least 75 percent of the specified 28 day compressive
strength as determined by cylinders made and cured in the field. Shores shall not
be removed before concrete has attained 28 day compressive strength as
specified herein. Shoring shall be left in place and reinforced as necessary to
carry any construction equipment or materials placed thereon.
When forms are removed before the specified curing is completed, measures
shall be taken to immediately continue curing and to provide adequate thermal
protection for the concrete.
2-5. REINFORCEMENT. Reinforcement shall be accurately formed and shall be
free from loose rust, scale, concrete splatter, and contaminants which reduce
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bond. Unless otherwise indicated on the drawings or specified herein, the details
of fabrication shall conform to ACI 315 and 318.
2-5.01. Placement. Reinforcement shall be accurately positioned on supports,
spacers, hangers, or other reinforcement, and shall be secured in place with wire
ties or suitable clips.
When required, epoxy-coated reinforcement shall be fastened with nylon, epoxy,
or plastic-coated tie wire.
With the exception of contact splices, the clear distance between parallel bars
shall be not less than 2-1/2 inches. Where reinforcement in beams is placed in
two or more layers, the bars in the upper layer shall be placed directly above the
bars in the lower layer.
Reinforcement for beams or slabs which are supported by concrete columns
shall not be installed until after the concrete for the column has been placed.
2-5.02. SDlices. Splices shall conform to the details indicated on the drawings.
Splices at locations other than those indicated on the drawings shall be
acceptable to ENGINEER.
Except where indicated on the drawings, welding or tack welding of
reinforcement is not permitted. Where welding is indicated on the drawings,
weldable reinforcement having a carbon equivalent of not more than 0.55 percent
shall be used. Preheating and welding shall conform to AWS Dl .4.
Reinforcement which has been welded improperly or without ENGINEER'S
concurrence shall be removed and replaced.
Whenever bars in tie beams subject to tensile loading must be spliced, a full
mechanical connection in compliance with ACI 318 shall be provided. A full
mechanical connection shall be able to develop in tension and compression at
least 125 percent of specified yield strength of the spliced bars. Splices in
adjacent bars shall be spaced at least 30 inches apart.
Mechanical connections at other locations shall be used only as indicated on the
drawings.
2-5.03. Repair of EDOW Coating. When epoxy-coated reinforcing bars is
specified, before placing epoxy-coated reinforcement in the work,
CONTRACTOR shall repair all damaged epoxy coatings and shall check the
coating for holidays in accordance with the procedures set forth in ASTM A775.
All reinforcement shall be free of holidays prior to placement in the work,
Damaged epoxy coating shall be repaired as recommended by the manufacturer
using patching material~provided by the manufacturer and conforming to
ASTM A775 Annex AI,
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Coatings damaged by handling and placing after onsite testing shall be repaired
as specified. The maximum amount of damaged coating shall not exceed
0.5 percent of the surface area of each bar.
After completion of welding on epoxy-coated reinforcement, when acceptable to
ENGINEER, damage to the coating shall be repaired as specified. All welds and
steel splice members, including mechanical connections when used to splice
bars, shall be coated with the same material as used to repair coating damage.
2-6. EMBEDMENTS. Anchor bolts, castings, steel shapes, conduits, sleeves,
masonry anchors, and other objects that are to be embedded in the concrete
shall be accurately positioned in the forms and securely anchored. Conduits shall
be installed between the reinforcement in walls or slabs with reinforcement in
both faces. In slabs with only a single layer of reinforcement, conduits shall be
placed under the reinforcement.
Unless installed in pipe sleeves, anchor bolts shall have sufficient threads to
permit a nut to be placed on the concrete side of the form or template. A second
nut shall be placed on the other side of the form or template, and the two nuts
shall be so adjusted that the bolt will be held rigidly in proper position.
2-7. CONSTRUCTION JOINTS. Construction joints shall be made at locations
indicated on the drawings or where specified. Construction joints shall not be
made at other locations without the concurrence of ENGINEER.
2-7.01. Location. Construction joints shall be located as follows:
a. In Columns and Walls. At the underside of beams, girders,
haunches, drop panels, and column capitals, and at floor levels. All
haunches, drop panels, and column capitals shall be considered
part of the supported floor or roof and shall be placed monolithically
therewith. Column bases will not be required to be monolithic with
the floor beneath. Walls shall be divided into sections not to exceed
60 feet, except at corners which shall be as indicated on the
drawings.
b. In Beams and Girders. Within the middle third of the span, unless a
beam intersects a girder at this point, in which case the joint in the
girder shall be offset by twice the width of the beam. Provisions for
the transfer of shear and other forces through the construction joint
shall be acceptable to ENGINEER.
c. In Suspended Slabs. At or near the center of the span in flat slab or
T-beam construction. No joint will be permitted between a slab and
a concrete beam or girder unless specifically required by the
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drawings, Suspended floor systems shall be divided by construction
joints into approximately square sections not to exceed 60 feet in
their longest dimension.
d. In Pan-Formed Joists. Within the middle third of the span when
perpendicular to the joists. Centered in the slab, midway between
joists, when parallel to the joists.
e. In Bottom Slab. Each bottom slab shall be divided into
approximately square sections not to exceed 60 feet in their longest
dimension.
Construction joints in beams, girders, pan-formed joists, and slabs shall be
perpendicular to the planes of their surfaces.
2-7.02. Watertiaht Joints. Construction joints in the following locations shall be
watertight and shall be provided with continuous metal water stops except as
otherwise required:
a.
b.
C.
d.
e.
Walls and bottom slabs of dry pits or rooms where below finished
grade and in contact with backfill or subgrade material on the
opposite side.
Walls in contact with liquid where the opposite face is above
finished grade or exposed in a dry pit or room.
Slabs in contact with liquid where the opposite face is exposed in a
dry pit or room.
Walls and floors of filters and clear water reservoirs.
Other locations where specifically indicated on the drawings.
Metal water stops shall be clean and free from coatings that would weaken the
bond with concrete. Each water stop shall be continuous throughout the length of
the construction joint in which it is installed. Junctions between adjacent sections
shall be lapped 5 inches and securely bolted or welded together. All metal water
stops shall be maintained in proper position until the surrounding concrete has
been deposited and compacted.
2-8. EXPANSION AND CONTRACTION JOINTS. Expansion joint filler shall be
firmly bonded to the previously poured joint face with a suitable adhesive, and
the new concrete shall be poured directly against the joint filler. Accessible edges
of each expansion and contraction joint shall be sealed as specified in the
caulking section.
(Carlsbad Water) (Recycling Facility) 03300C
-24 -
Elastic water stops in expansion or contraction joints shall be continuous and
shall be of rubber or plastic (PVC). Elastic water stops shall be 9 inches wide for
concrete sections thicker than 8 inches and 6 inches wide for concrete sections
up to and including 8 inches thick. Water stop embedment shall be equal on both
sides of the joint. Water stops shall be spliced in strict conformity with the
recommendations of the water stop manufacturer.
Where the drawings indicate an expansion joint against existing construction, or
as required, the water stop shall be grouted into a recess cut into existing
concrete prior to placing new concrete.
2-9. ARCHITECTURAL CONCRETE. Not Used
2-9.01. General Requirements. Not Used
2-9.02. m. Not Used
2-9.03. Finishing. Not Used
PART 3 - EXECUTION
3-1, RECEIVING. CONTRACTOR shall check each delivery ticket to verify the
concrete class delivered to the jobsite is in compliance with the concrete
requested and is suitable for CONTRACTOR'S handling, placing, finishing, and
curing procedures. ENGINEER shall collect the delivery tickets from the truck
operator.
3-2. PLACEMENT. The limits of each concrete pour shall be determined by
CONTRACTOR and shall be acceptable to ENGINEER. All concrete within the
predetermined limits shall be placed in one continuous operation.
Before concrete is placed, forms, reinforcement, water stops, anchor bolts, and
embedments shall be rigidly secured in proper position; all dirt, mud, water, and
debris shall be removed from the space to be occupied by concrete; all surfaces
encrusted with dried concrete from previous placements shall be cleaned; and
the entire installation shall be acceptable to ENGINEER. Remove all frost, ice,
and snow from in the formwork before concrete is placed.
CONTRACTOR shall inform ENGINEER at least 48 hours in advance of the
times and places at which he intends to place concrete.
3-2.01. Bondina to Hardened Concrete. The surface of hardened concrete upon
which fresh concrete is to be placed shall be rough, clean, sound, and damp.
Before placement of plastic concrete, the hardened surface shall be cleaned of
all laitance and foreign substances (including curing compound), washed with
clean water, wetted thoroughly, and the surface made free of standing water.
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Surface profile of the hardened concrete after surface preparation shall be as
required.
Coarse aggregate shall be omitted from the first batch or batches of concrete
placed on hardened concrete in wall or column forms. The mortar puddle, Class
A4 concrete, shall cover the hardened concrete with at least 2 inches at every
point.
Epoxy bonding agent may be used as an alternative to Class A4 concrete in all
areas except walls and columns where existing concrete will be in contact with
freshly placed concrete.
3-2.02. Convevins Concrete. Methods of conveying concrete to the point of final
deposit shall prevent segregation or loss of ingredients. After placement in the
forms, concrete shall not be moved laterally more than 5 feet. Concrete's free fall
should not exceed 4 feet.
3-2.03. Pumpinq Concrete. The slump of concrete, with or without a
superplasticizer, that is discharged into the pump may exceed the specified value
by the amount of slump loss in the pumping system, up to a maximum of 1 inch.
The slump loss shall be determined by tests made at each end of the pumping
system. If tests indicate a loss greater than 1 inch, CONTRACTOR shall modify
the pumping system as required to reduce the slump loss to 1 inch or less.
3-2.04. Placinq Concrete. For proper compaction, concrete shall be placed in
approximately horizontal layers not to exceed 24 inches when and where
specified by the ENGINEER. Each layer of concrete shall be plastic when
covered with the following layer, and the rate of vertical rise of the concrete in the
forms shall be not less than 24 inches per hour. Vertical construction joints shall
be provided as necessary to comply with these requirements.
Concrete shall be placed and compacted in wall or column forms before any
reinforcement is placed in the system to be supported by such walls or columns.
The height of any portion of a wall or column placed monolithically with a floor or
roof slab shall not exceed 6 feet. Concrete in walls or columns shall settle at least
2 hours before concrete is placed in the structural systems to be supported by
such walls or columns.
Concrete shall be thoroughly settled before top finishing. All laitance, debris, and
surplus water shall be removed from concrete surfaces at tops of forms by
screeding, scraping, or other effective means. Wherever the top of a wall will be
exposed to weathering, the forms shall be overfilled and after the concrete has
settled, the excess shall be screeded off.
3-2.05. Compaction. During and immediately after placement, concrete shall be
thoroughly compacted and worked around all reinforcement and embedments
and into the corners of the forms. Mechanical vibrators shall maintain at least
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14,000 cycles per minute when immersed in the concrete. The number and type
of vibrators shall be acceptable to ENGINEER. The use of "jitterbug" tampers to
compact concrete flatwork will not be permitted.
3-2.06. Cold Weather Concreting. Except as modified herein, cold weather
concreting shall comply with ACI 306R. The temperature of concrete at the time
of delivery shall not be less than that indicated in the following table for
corresponding outdoor temperature (in shade) at the time of placement:
Minimum
Concrete Temperature Outdoor Temperature
Below 3OoF 7OoF
Between 30 and 45OF 6OoF
Above 45OF 45OF
When placed, heated concrete shall not be warmer than 8OOF. When freezing
temperatures may be expected during the curing period, the concrete shall be
maintained at a temperature of at least 5OoF for 5 days or 7OoF for 3 days, after
placement. Concrete and adjacent form surfaces shall be kept continuously
moist. Sudden cooling of concrete shall not be permitted.
If CONTRACTOR requires the temperature at the point of delivery to be higher
than the values specified herein in order to achieve the temperature required at
the time of placement, CONTRACTOR'S Bid shall cover the additional cost to
achieve the higher temperature required for construction. The procurement
CONTRACTOR will provide an adjustment unit price in their bid that shall be
used by CONTRACTOR to Bid the construction contract. The adjustment unit
price for each additional 5OF per cubic yard will be based on the additional costs
associated with providing concrete at a temperature above the temperature bid
under the procurement contract.
3-2.07. Hot Weather Concreting. Except as modified herein, hot weather
concreting shall comply with ACI 305R. At air temperatures of 90°F or above,
concrete shall be kept as cool as possible during placement and curing. The
temperature of the concrete when placed in the work shall not exceed the values
indicated in Tables 1A and 18 in Section 03300P.
Plastic shrinkage cracking due to rapid evaporation of moisture shall be
prevented. Concrete shall not be placed when the evaporation rate (actual or
anticipated) equals or exceeds 0.2 pound per square foot per hour, as
determined by Figure 2.1.5 in ACI 305R.
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If CONTRACTOR requires the temperature at the point of delivery to be lower
than the values specified herein in order to achieve the temperature required at
the time of placement, CONTRACTOR'S Bid shall cover the additional cost to
achieve the lower temperature required for construction. The procurement
CONTRACTOR will provide an adjustment unit price in their bid that shall be
used by CONTRACTOR to bid the construction contract. The adjustment unit
price for each reduction by 5OF per cubic yard will be based on the additional
costs associated with providing concrete at a temperature below the temperature
bid under the procurement contract.
3-2.08. Placement Sequence. When required, to minimize the effect of shrinkage
in producing cracks, the concrete for the indicated structures shall be placed as
follows:
a. Bottom Slab. Each bottom slab shall be divided into sections by the
construction joints as indicated on the drawings and, when not
indicated on the drawings, into approximately square sections not
greater than 60 feet in their longest dimension. When required,
bottom slabs with radial and circumferential reinforcement patterns
may be divided into pie-shaped segments with the longest
dimension not greater than 60 feet. A section near the center of
each structure shall be placed first. Sections shall be placed
alternately, first on one side and then on the other side of previously
placed sections. Placement shall be scheduled so that two adjacent
sides of each section are free, except at closures.
b. &&. Walls shall be divided into sections by the construction joints
as indicated on the drawings and, when not indicated on the
drawings, into sections not greater than 60 feet in length. A section
near the center of each wall shall be placed first. Sections shall be
placed alternately, first on one side and then on the other side of the
previously placed section. Placement shall be scheduled so that one
end of each section is free, except at corner closures.
c. TOD Slab. Each top slab shall be placed in the manner described for
the bottom slab.
No two abutting sections shall be placed within a period of 72 hours, unless
otherwise authorized by
3-2.09. Duct Banks. When required, all construction joints in the indicated duct
banks shall conform to the requirements specified herein for watertight joints.
Hardened surfaces that are to receive additional concrete shall be prepared by
removing all loose particles, scum, and laitance so that the aggregate is
exposed. The hardened surface shall then be thoroughly wetted and a thin
coating of neat cement mortar shall be spread over the entire surface just before
(Carlsbad Water)
(Recycling Facility) 03300C -20 -
the fresh concrete is placed. The fresh concrete shall be puddled and spaded to
eliminate any honeycomb or lack of mortar near the joint.
All reinforcement and other magnetic materials installed in duct banks shall be
installed parallel to the individual ducts, unless they enclose all the ducts of the
duct bank.
Duct bank concrete shall be compacted by rodding or spading only. Mechanical
vibrators shall not be used. Concrete shall be worked around reinforcement and
embedments and into the corners of the forms.
3-2.10. Underwater Concrete. Not Used,
3-3. FINISHING UNFORMED SURFACES. Buried and permanently submerged
concrete blocking and encasement will require no finishing except as necessary
to obtain the required surface elevations or contours. The unformed surfaces of
all other concrete shall be screeded and given an initial float finish followed by
additional floating, and troweling where required.
3-3.01. Screeding. Screeding shall produce a concrete surface conforming to the
proper elevation and contour, with all aggregates completely embedded in
mortar.
3-3.02. Apdication of Pre-Cure Finishina Aid. When required, concrete flatwork
subject to rapid evaporation due to hot weather, drying winds, and sunlight shall
be protected with a pre-cure finishing aid. The finishing aid shall form a
monomolecular film on the surface of fresh, plastic concrete to retard
evaporation.
Immediately following screeding, pre-cure finishing aid shall be sprayed over the
entire surface of fresh, plastic concrete flatwork at a rate of not less than
200 square feet per gallon, in accordance with the manufacturer's
recommendations. The spray equipment shall have sufficient capacity to
continuously spray finishing aid at approximately 40 psi with a suitable nozzle as
recommended by the manufacturer.
The sprayable solution shall be prepared as recommended by the manufacturer.
Under severe drying conditions, additional applications of finishing aid may be
required following each floating or troweling, except the last finishing operation.
3-3.03. Floating. Screeded surfaces shall be given an initial float finish as soon ,
as the concrete has stiffened sufficiently for proper working. Any piece of coarse
aggregate which is disturbed by the float or which causes a surface irregularity
shall be removed and replaced with mortar. Initial floating shall produce a surface
of uniform texture and appearance, with no unnecessary working of the surface.
(Carlsbad Water) (Recycling Facility) 03300C - 29 -
Initial floating shall be followed by a second floating at the time of initial set. The
second floating shall produce a finish of uniform texture and color, and unless
additional finishing is specifically required, shall produce the completed finish for
unformed surfaces.
Floating shall be done with hand floats or suitable mechanical compactor-floats.
3-3.04. Broom Finish. When required, concrete surfaces shall be given a light
broom finish to produce a nonslip surface. Brooming shall be done after the
second floating and at right angles to the normal direction of traffic.
3-3.05. Nonslip AaQreaate Finish. When required, tread surfaces of all interior
and exterior concrete and concrete filled pan type stairs shall be surfaced with
nonslip aluminum oxide aggregate. Aggregate shall be uniformly graded from
100 percent retained on a No. 50 sieve to 100 percent passing a No. 8 sieve.
Aggregate shall be uniformly distributed during steel troweling at the rate of
114 pound per square foot, in accordance with the manufacturer's
recommendations and as acceptable to ENGINEER.
3-3.06. Trowelinq. Interior floor surfaces which will be exposed after construction
is completed; surfaces to be covered with resilient floor coverings, thinset
terrazzo, or seamless floor covering; exposed top surfaces of equipment bases
and interior curbs; and other surfaces designated on the drawings shall be steel
trowel finished. Surfaces to be covered with elastomeric deck covering shall be
lightly troweled but not burnished. Trowel finishing will not be required for floors
which are normally submerged. Troweling shall be performed after the second
floating when the surface has hardened sufficiently to prevent an excess of fines
being drawn to the surface. Troweling shall produce a dense, smooth, uniform
surface free from blemishes and trowel marks.
3-3.07. Finishina Surfaces for Bondinq. All surfaces to be covered with concrete
or topping shall be float finished. All laitance, surface mortar, and unsound
material shall be removed by brushing or air blasting at the time of initial set.
Surfaces shall be rough, clean, and sound. Floors and other flat surfaces to
receive topping shall be given a broom finish or raked finish with at least a 114
inch profile for Class D6 concrete topping,
3-3.08. m. Unless specified to be beveled, exposed edges of floated or
troweled surfaces shall be edged with a tool having at least a 1/8 inch corner
radius.
3-3.09. Pavement Finishing. The surface of pavements shall not vary more than
118 inch under a 10 foot straightedge placed parallel to the center line,
a. When required, following placement and consolidation, and the
disappearance of bleed water, the concrete surface shall be drag
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finished, using a seamless strip of damp burlap over the full width of
the surface. The burlap drag shall consist of sufficient layers of
burlap and shall have sufficient length in contact with the concrete to
slightly groove the surface. The drag shall be moved forward with a
minimum bow of the lead edge. The drag shall be kept damp, clean,
and free of particles of hardened concrete. When acceptable to
ENGINEER, carpet, artificial turf, or cotton fabric may also be used.
b. When required, following placement and consolidation, and the
disappearance of bleed water, the concrete surface shall be broom
finished with a broom acceptable to ENGINEER. The broom shall be
not less than 18 inches wide and made from good quality bass or
bassine fibers not more than 5 inches long. The broom finishing
shall produce regular corrugations not over 118 inch deep. The
broom shall be pulled square across the surface, from edge to edge,
with adjacent strokes slightly overlapped, and shall not tear the
concrete surface.
c. When required, following placement and consolidation, and the
disappearance of bleed water, the concrete surface shall be grooved
in the transverse direction, using a wire broom or comb with a single
row of tines. Unless otherwise permitted by ENGINEER, the
grooving shall be at least 1/8 inch wide at 3/4 inch centers, and the
groove depth shall be approximately 1/8 inch. When required, the
transverse grooving shall terminate approximately 1 foot from the
gutter line at the base of the curb. The area adjacent to the curb
shall be given a light broom finish longitudinally
3-3.10. Curb and Gutter Finishing. When required, curb and gutter shall be
finished to the shape indicated on the drawings. After the forms have been
removed, all exposed edges shall be rounded, using an edging tool with at least
a 112 inch corner radius. Exposed surfaces shall be float finished and given a
light broom finish applied at right angles to the curb at the time of initial set, using
a horsehair type broom. Provide a 4-inch shinner in the gutter.
3-3.1 1. Sidewalk Finishing. When required, concrete surfaces shall be screeded
to the proper elevation and contour. All aggregates shall be completely
embedded in mortar. Screeded surfaces shall be given an initial float finish as
soon as the concrete has stiffened sufficiently for proper working. Any piece of
coarse aggregate which is disturbed by the float or which causes a surface
irregularity shall be removed and replaced with mortar. Initial floating shall
produce a surface of uniform texture and appearance, with no unnecessary
working of the surface. Initial floating shall be followed by a second floating at the
time of initial set.
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Floated surfaces shall be given a light broom finish, using a horsehair broom, to
provide a nonslip surface, Brooming shall be done at right angles to the length of
the walk.
Sidewalks shall be edged using a 3 or 4 inch wide edging tool with a 118 inch
corner radius. Edger lap marks at corners of each slab shall be carefully
removed. False joints shall be provided at right angles to the length of the walk,
using a grooving tool with 118 inch radius. The finished edge on each side of the
joint shall be the same width as the edging tool used. False joints shall divide
each sidewalk into square sections.
The finished surface of all sidewalks shall be neat in appearance, shall have a 2
percent slope, and shall not pond water.
3-3.12. Duct Bank Finishinq. After screeding and before final floating, a red
concrete surface coloring shall be dusted on the fresh concrete surface at the
rate recommended by the manufacturer.
3-4. CURING. Concrete shall be protected from loss of moisture for at least
7 days after placement: however, when concrete is also being protected from low
temperatures, the period of curing by saturation shall be 1 day less than the
duration of the low temperature protection.
Curing of concrete shall be done by methods which will keep the concrete
surfaces adequately wet for the specified curing period. All concrete in liquid-
containing structures, and when required, all concrete structures shall be water
cured: membrane curing will not be acceptable.
3-4.01. Water Curing. Water saturation of concrete surfaces shall begin as soon
as possible after initial set. The rate of water application shall be regulated to
provide complete surface coverage with a minimum of runoff. Acceptable
methods of water curing are described in ACI 308. The application of water to
walls may be interrupted for grout cleaning only over the areas being cleaned at
the time, and the concrete surface shall not be permitted to become dry during
such interruption.
3-4.02. Membrane Curing. Unless otherwise specified, membrane curing
compound may be used instead of water curing on concrete in non-liquid-
containing structures which will not be covered later with topping, mortar, coating,
or additional concrete.
Membrane curing compound shall be sprayed at a coverage rate of not more
than 300 square feet per gallon. The spray equipment shall have sufficient
capacity to continuously spray curing compound at approximately 40 psi with a
suitable nozzle as recommended by the manufacturer. Unformed surfaces shall
be covered with the first coat of curing compound within 30 minutes after final
finishing. A second coat of curing compound shall be applied when the first coat
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has become tacky to the touch and shall be applied at right angles to the first
coat. If forms are removed before the end of the specified curing period, curing
compound shall be immediately applied to the formed surfaces.
When VOC-compliant curing compounds are used, concrete surfaces shall be
covered with white polyethylene sheeting immediately after the curing compound
has become dry to the touch. White polyethylene sheeting shall completely cover
the surfaces and shall overlap the edges for proper sealing and anchorage.
Joints between sheets shall be sealed. All tears, holes, and other damage shall
be promptly repaired. Covering shall be anchored continuously at edges, and
shall be anchored as necessary to prevent billowing on the surface.
Curing compound shall be suitably protected against abrasion during the curing
period.
3-4.03. Film Curing. Unless otherwise specified, film curing with white
polyethylene sheeting may be used instead of water curing on concrete in non
liquid-containing structures which will be covered later with mortar or additional
concrete, or which will otherwise not be exposed to view.
Film curing shall begin as soon as possible after initial set of the concrete. The
concrete surfaces shall be completely covered with polyethylene sheeting.
Sheeting shall overlap the edges of the concrete for proper sealing and
anchorage, and joints between sheets shall be sealed. All tears, holes, and other
damage shall be promptly repaired. Covering shall be anchored continuously at
edges and as necessary to prevent billowing on the surface.
3-5. REPAIRING DEFECTIVE CONCRETE. Defects in formed concrete surfaces
shall be repaired within 24 hours to the satisfaction of ENGINEER. Defective
concrete shall be replaced within 48 hours after the adjacent forms have been
removed. All concrete which is honeycombed or otherwise defective shall be cut
out and removed to sound concrete, with edges cut square to avoid feathering.
Concrete repair work shall conform to Article 5.3.7. of ACI 301 and shall be
performed in a manner that will not interfere with thorough curing of the
surrounding concrete. Repair work shall be adequately cured.
3-6. FINISHING FORMED SURFACES. Fins and other concrete surface
projections shall be removed from all formed surfaces, except exterior surfaces
that will be in contact with earth backfill and are not specified to be dampproofed.
A power grinder shall be used, if necessary. Surfaces to be dampproofed shall
have fins removed and tie holes filled, but no additional finishing will be required.
3-6.01. Tie Holes. Tie holes in formed surfaces shall be reamed, cleaned, wetted,
and filled with patching mortar. The patches shall be finished flush and cured and
shall match the texture and color of the adjacent concrete.
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3-6.02. Special Surface Treatment. When required, the surfaces listed on the
drawings shall be finished by grout cleaning.
Grout-cleaned finish shall conform to Paragraph 5.3.3.4.b. of ACI 301. Grout
cleaning shall not result in an overall plastering of the concrete surfaces, but shall
produce a smooth, uniform surface free of marks, voids, surface glaze, and
cement dust.
3-7. TOLERANCES. Tolerances for cast-in-place concrete work shall be as
stipulated in ACI 117, except as required. Class C for all other concrete
When required, settling basin floors shall be accurately finished to a uniform
slope, and shall be within 1 inch of the shape indicated on the
3-8. RINGWALL TOLERANCES. When required, the top of the foundation
ringwall for each steel reservoir shall be accurately constructed within the
following tolerances:
a. In any 30 foot length, the top of the wall shall not vary from level by
more than 118 inch, or 1/4 inch peak to valley.
b. No two points on the top of the wall shall differ in elevation by more
than 112 inch V1/4 inch.
Levels will be checked on the top of the foundation wall, and any variations
exceeding the specified tolerances shall be corrected prior to erection of the
reservoir.
3-9. WASH WATER TROUGHS. Not Used
3-10. PAN-FORMED JOISTS. When required, pan-formed joists shall be
provided. When pan-formed joists will be exposed as finished ceilings, new or
undamaged metal pans shall be used to produce concrete that is smooth and
free from waves and irregularities. Adjustable pans without flanges shall be used
to provide joist lines which are straight and true. Pans and joist bottom boards
shall be carefully removed to avoid damaging the concrete. Exposed surfaces
shall be finished by removing fins and repairing honeycomb. Grout cleaning will
not be required.
Nail-down flange type forms may be used for pan-formed joists which are located
above suspended ceilings or required in connection with roof slabs for covered
basins or reservoirs. Pans and joist bottom boards in such locations shall be
removed in a careful manner and all honeycomb shall be repaired.
3-1 1. PAN STAIRS. Not Used
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-34-
3-12. VAPOR BARRIERS. When required, a vapor barrier shall be provided
beneath concrete floor slabs poured directly on grade, except floors of
basements, basins, digesters, and wet pits, and outdoor slabs. Joints in the film
shall be sealed with waterproof sealing tape. Care shall be exercised to avoid
tearing or puncturing the film. Any damage shall be promptly repaired, and the
film shall be inspected for damage immediately before the concrete is placed.
3-13. COMPOSITE TOPPING CONCRETE. Not Used
3-13.01. Surface Preparation. Not Used
3-13.02. Composite TopDing. Not Used
3-14. MINERAL COLORED CONCRETE. When floors and walls that have
colored concrete are required they shall be protected from damage until
accepted by ENGINEER. Areas which are subject to traffic or over which
equipment or materials are to be moved shall be covered with hardboard or
plywood. Just before final inspection, the floors shall be thoroughly cleaned and
then sealed with liquid floor sealer.
When required, walls that have colored concrete shall receive a brush-blasted
finish.
3-15. CONCRETE SURFACE COLORINGIHARDENER. When required and
where concrete surface coloringlhardener is required on the drawings, a dry-
shake coloring material shall be worked into the freshly screeded concrete
surface. The coloring material shall be applied at the rate of 50 pounds per
100 square feet in strict accordance with the manufacturer's recommendations.
The color of the concrete surface shall be as required. CONTRACTOR shall
protect adjacent surfaces with plastic sheeting.
Concrete floors with surface coloring shall be protected from damage until
acceptance by ENGINEER. Areas which are subject to traffic or over which
equipment or materials are to be moved shall be covered with hardboard or
plywood. Just before final inspection, the colored floors shall be thoroughly
cleaned and then waxed with colored wax furnished by the manufacturer of the
coloring material.
3-16. FLOOR SEALER. When required, all concrete floors which are subject to
foot traffic and are not required to be covered with resilient floor coverings,
thinset terrazzo, seamless flooring, ceramic tile, or quarry tile shall be given two
coats of clear floor sealer in addition to any which may have been applied as
membrane curing compound. Prior to application of each coat of sealer, the floor
shall be thoroughly cleaned of dirt, grease, and other foreign matter. The first
coat shall be applied at the end of the curing period and before any traffic is
permitted on the floor. The second coat shall be applied in preparation for
(Carlsbad Water)
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03300C - 35 -
substantial completion of the work. Floor sealer shall be applied in accordance
with the manufacturer's recommendations.
3-17. OWNER'S FIELD CONTROL TESTING. Field control tests, including
aggregate gradation, slump, air content, shrinkage tests, and making
compression test cylinders, shall be performed by ENGINEER or testing
laboratory personnel. CONTRACTOR shall provide all facilities and the services
of one or more employees as necessary to assist with the field control testing.
As stipulated in the quality control section, tests required during the progress of
the work shall be made at the expense of OWNER.
The frequency specified herein for each field control test is approximate and
subject to change as required by OWNER..
ENGINEER may require field testing prior to the addition of superplasticizer at
the site to determine compliance with the specifications. Field testing after the
addition of superplasticizer shall be conducted as specified and as required to
determine that the concrete is in compliance with the specifications. Air tests
shall be conducted whenever field tests are conducted.
3-17.01. Slump. A slump test shall be made for each 50 cubic yards of concrete.
Slump shall be determined in accordance with ASTM C143.
3-17.02. Air Content. An air content test shall be made on concrete from one of
the first three batches mixed each day and on concrete from each batch of
concrete from which concrete compression test cylinders are made. Air content
shall be determined in accordance with ASTM C231 and verified in accordance
with ASTM C138.
3-17.03. Unit Weiaht. A unit weight test shall be made on concrete from each
batch of concrete from which concrete compression test cylinders are made. Unit
weight shall be determined in accordance with ASTM C138.
3-17.04. Concrete Temperature. A concrete temperature test shall be made on
concrete from the first batch of concrete mixed each day and on concrete from
each batch of concrete from which concrete compression test cylinders are
made. Concrete temperature shall be determined in accordance with
ASTM C1064.
3-17.05. Water-Soluble Chloride Ion. Water-soluble chloride ion testing shall be
performed in accordance with ASTM C1218.
3-17.06. Compression Tests. One set of four concrete compression test cylinders
shall be made each day when 25 to 50 cubic yards of concrete is placed. One
additional set of test cylinders shall be made from each additional 50 cubic yards,
or major fraction thereof, placed in any one day. Two cylinders of each set shall
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be tested at an age of 7 days and the remaining cylinders shall be tested at an
age of 28 days.
Test cylinders shall be 6 inches in diameter by 12 inches high and shall be made,
cured, stored, and delivered to the laboratory in accordance with ASTM C31 and
tested in accordance with ASTM C39.
Each set of compression test cylinders shall be marked or tagged with the date
and time of day the cylinders were made, the location in the work where the
concrete represented by the cylinders was placed, the number of the delivery
truck or batch, the air content, the slump, the unit weight, and the concrete
temperature.
3-17.07. Shrinkase Tests. When required, concrete shrinkage tests shall be
performed once for each 1,000 cubic yards of concrete with controlled shrinkage
that is placed and shall be made on concrete from a batch of concrete from
which concrete compression test cylinders are made.
Three test specimens shall be prepared for each test. Drying shrinkage
specimens shall be 4 by 4 by 11 inch prisms with an effective gauge length of 10
inches, fabricated, cured, dried, and measured in accordance with ASTM C157
except with the following modifications:
Specimens shall not be disturbed during the first 23 hours of cure. At the
24 hour point, +/-I hour, the specimens shall be transported to the testing
laboratory in the molds where the testing shall commence. Specimens
shall be removed from the molds upon arrival at the testing laboratory and
shall be placed immediately in water at 73OF +/-3OF for at least 30 minutes,
and shall be measured within 30 minutes thereafter to determine original
length and then submerged in lime-saturated water as specified in
ASTM C157. Measurement to determine expansion expressed as a
percentage of original length shall be taken at age 7 days. The length at 7
days shall be the base length for drying shrinkage calculations ("0 days
drying age). Specimens then shall be stored immediately in a humidity
controlled room maintained at 73OF +/-3OF and 50% +/-4% relative
humidity for the remainder of the test. Measurements to determine
shrinkage expressed as a percentage of the base length shall be reported
separately for 7, 14, and 21 days +/-4 hours of drying from "0" day after 7
days of moist curing for a total of 28 days from date of casting.
Drying shrinkage deformation for each specimen shall be computed as the
difference between the base length (at "0 days drying age) and the length
after drying at each test age. Results of the shrinkage test shall be
reported to the nearest 0.001 percent. If drying shrinkage of any specimen
deviates from the average for that test age by more than 0.004 percent, the
results for that specimen shall be disregarded.
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03300C - 37 -
Drying shrinkage tests will not be required for any additional concrete
mixes used for piles, pile caps, isolated footings, pipe blocking, pipe
encasement, and duct banks.
The average drying shrinkage of each set of test specimens cast in the field from
concrete delivered to the point of final placement shall not exceed the values as
indicated in the limiting requirements tables in Section 03300P.
3-17.08. Test Reports. Four copies of each test report shall be prepared and
distributed by the testing laboratory to the Resident Project Representative (two
copies), ENGINEER, and CONTRACTOR, in accordance with the quality control
section.
3-18. EVALUATION AND ACCEPTANCE OF CONCRETE. Concrete will be
evaluated for compliance with all requirements of the specifications. Concrete
strength will be only one of the criteria used for evaluation and acceptance of the
concrete. The results of all tests performed on the concrete and other data and
information concerning the procedures for handling, placing, and curing concrete
will be used to evaluate the concrete for compliance with the specified
requirements.
Compression tests will be evaluated in accordance with ACI 318 and as specified
herein. A strength test shall be the average of the compressive strengths of two
cylinders made from the same concrete sample tested at 28 days.
3-18.01. ComDression Test Evaluation. Compressive strength test results will be
evaluated for compliance with the specified strength requirements and the
specified requirements that relate to durability.
3-18.01.01. Strenath. When required for compliance with the strength
requirement, the strength level of the concrete will be considered satisfactory
when the averages of all sets of three consecutive strength tests equal or exceed
the specified compressive strength, Tc, and no individual strength test result falls
below the specified compressive strength by more than 500 psi.
3-18.01.02. Durability. When required for compliance with the limiting
requirements that relate to durability, the results of compressive strength tests
made in the field and tests made on the trial mix in the laboratory will be
compared to confirm that the concrete received at the project site is essentially
the same mix as that tested in the laboratory. The 28 day strength tests for any
three consecutive sets of field made cylinders shall average not less than 700 psi
below the average 28 day compressive strength, Tcr, of the trial mixture strength
tests, and no individual strength test from cylinders made in the field shall fall
below the trial mixture average 28 day strength test by more than 1200 psi.
A strength test shall be the average of the compressive strengths of at least two
cylinders made from the same concrete sample tested at 28 days.
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03300C - 30 -
3-19. STEEL PROTECTION. When required, steel reinforcement which is to be
left exposed for future bonding shall be cleaned and protected from corrosion by
painting with two coats of rust-inhibitive primer. Bars shall be painted before
adjacent concrete is placed. The coating shall extend 6 inches into the concrete.
In addition, bar extensions exposed to weather shall be given a half-lapped layer
of protective tape wrap after completion of concrete work.
3-20. CLEANING EMBEDMENTS. Embedments shall be clean when installed.
After placement of concrete, surfaces of embedments not in contact with
concrete shall be cleaned of concrete spatter and other foreign substances.
End of Section
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Section 03300P
CAST-IN-PIACE CONCRETE - PROCUREMENT
Data Sheet
]Para- Data Description
awh
1-2 General
ConCrete ClaSSifiCatiOn, ChSSeS. A1 Liquid-Containing
W A2 Pea gravel
E A3 Non-liquid containing
li? A4 Mortar Puddle
r A5 Drilled Pier
B Exterior flatwork
C Architectural
R Dl Ductbanks. blocking, etc.
E D2 Underwater
E D3 Mass
t D4 Pan stair
II: D5 Wash water trough
L D6 Composite topping
C D7 Lean
(Carlsbad Water)
(Recycling Facility) 03300P -1-
Classification AI Data Sheet
IPara- IDescriDtion [Data
graph
1-2 General
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of IJ Cement
1-3 Submittals
I1 Compliance required 1; Fly Ash
E Admixtures
- 2-1
C260, required. G Yes Air-entraining admixture, ASTM
Limiting Requirements
Water-reducing admixtures. G Yes
r No
C No ' reducing
When "Yes" is selected, indicate
admixtures required.
ASTM C494 Type A, Plasticizing I Water-
1 1 Contractor's choice Type A or D (E ASTM C494, Type D, Retarding /Water-
reducing
Super Plasticizers.
Contractor's Choice Type Or ASTM C494, Type G, Superplasticizing I
-
ASTM C494, Type F, Superplasticizing I Water- ' reducing
E Retarding
I IFiber concrete required.
Water-soluble chloride ion content. G Tables 1A and 16
2-2 Materials - Optional requirements for cement.
E Class F ASTM C618, fly ash and pozzolans.
E LOW alkali
Class C and ASTM C1012 as specified
K Class C
C. Class N and ASTM C1012 as specified
Concrete Proportioning
Alkali reactivity potential testing G yes I Puired. -
lr NO I I
ustment Unit Prices for
eather Conditions
(Carlsbad Water)
(Recycling Facility) 03300P -2-
2-1.16 r Yes, indicate value in Bid Adjustment unit price for cold weather concreting required.
2-1.17 weather concreting required. Adjustment unit price for hot r Yes, indicate value in Bid
No
No
(Carlsbad Water)
(Recycling Facility) 03300P -3-
Classification A2 Data Sheet
Para-
General 1-2 graph
Data Description
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of R Cement
1-3 Submittals 1 ppliance required.
II /E Admixtures
2-1 ILimIting Requirements
(Airentraining admixture, ASTM lrz Yes
No
Water-reducing admixtures. C Yes
r NO
When "Yes" is selected, indicate
admixtures required. ASTM '394, Type A, Plasticizing I Water- ' reducing
ASTM C494, Type D, Retarding I Water- Contractor's choice Type A or D (E reducing
Super Plasticizers.
Contractor's choice Type Or ASTM 094, Type G, Superplasticizing /
reducing
ASTM C494, Type F, Superplasticizing I Water-
E Retarding
Fiber concrete required. r Yes
(i No
Water-soluble chloride ion Content. (i Tables 1A and 1B
2-2 Materials
Optional requirements for cement.
E Class F ASTM C618, fly ash and pozzolans.
F: LOW alkali
r Class C and ASTM (21012 as specified
C Class C
Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
Alkali reactivity potential testing
Adjustment Unit Prices for
required. F Yes
Weather Conditions
r NO
(Carlsbad Water)
(Recycling Facility) 03300P -4-
2-1.16 weather concreting required. Adjustment unit price for cold C Yes, indicate value in Bid
(i- No
2-1.17 C Yes, indicate value in Bid Adjustment unit price for hot weather concreting required.
(i- No
(Carlsbad Water)
(Recycling Facility) 03300P
-5-
Classification A3 Data Sheet
IPara- IDescription IData
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of
Compliance required. Cement
E Admixtures
p Fly Ash
1-3 Submittals
2-1
Air-entraining admixture, ASTM
Limiting Requirements
C260, required. (i Yes
Water-reducing admixtures. (i Yes
r NO
r NO I 1
When "Yes" is selected, indicate
admixtures required. ASTM -94, Type A, Plasticizing /Water- /B reducing 1 I Contractor's choice type A or D IR ASTM C494, Type D, Retarding /Water-
reducing
Super Plasticizers.
-
e reducing
ASTM C494, Type F, Superplasticizing / Water-
contractor's choice type F or G
Fiber concrete required.
Ii? Retarding
(i No
r Yes
ASTM C494, Type G, Superplasticizing /
Water-soluble chloride ion content. (i Tables IA and 1 B
2-2 Materials
Optional requirements for cement.
E Class F ASTM C618, fly ash and pozzolans.
p LOW alkali
Class C and ASTM C1012 as specified
C Class C
C Class N and ASTM C1012 as specified I 1- 3 lconcrete Proportioning
(Alkali reactivity potential testing ((i Yes
/required.
I I
justment Unit Prices for
eather Conditions
(Carlsbad Water)
(Recycling Facility)
03300P
-6-
2-1.16 weather concreting required. Adjustment unit price for cold r Yes, indicate value in Bid
fi No
2-1.17 r Yes, indicate value in Bid Adjustment unit price for hot
weather concreting required. li No
(Carlsbad Water)
(Recycling Facility) 03300P -7-
Classification A4 Data Sheet
Para-
General 1-2
Data Description
graph
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of
Compliance required. E3 Cement
E FLY Ash
E Admixtures
1-3 Submittals
2-1
Air-entraining admixture, ASTM
Limiting Requirements
C260, required. F Yes
Water-reducing admixtures. Yes
r NO
r NO
When "Yes" is selected, indicate
admixtures required. ASTM C494, Type A, Plasticizing {Water- ' reducing
Contractor's choice Type A or D !? reducing
ASTM C494, Type D, Retarding I Water-
Super Plasticizers.
Water-reducing
ASTM C494. Type F, Superplasticizing I
ASTM C494, Type G, Superplasticizing I ' Retarding
Water-soluble chloride ion content. P Tables IA and IB
2 Materials
Optional requirements for cement.
E Class F ASTM C618, fly ash and pozzolans.
E LOW alkali
r Class C and ASTM C1012 as specified
r Class C
Class N and ASTM C1012 as specified
- 2-3 Concrete Proportioning
Alkali reactivity potential testing
Adjustment Unit Prices for
required. (i Yes
P No
r Yes, indicate value in Bid weather concreting required. Adjustment unit price for cold 2-1.16
Weather Conditions
r No
(Carlsbad Water)
(Recycling Facility) 03300P
-8-
2-1.17 C Yes, indicate value in Bid Adjustment unit price for hot
weather concreting required. No
(Carlsbad Water)
(Recycling Facility) 03300P
-9-
Classification A5 Data Sheet
Para-
General 1-2 graph
Data Description
bidding only, not actual volume).
Estimated volume (provided for
Manufacturets Certificate of
Compliance required. Cement
6 Fly Ash
C Admixtures
1-3 Submittals
2-1 Limiting Requirements
Water-reducing admixtures. r Yes
r NO
When "Yes" is selected, indicate
admixtures required. ' reducing ' reducing
ASTM C494, Type D, Retarding / Water-
ASTM C494 Type A, Plasticizing / Water-
' Retarding
' reducing
ASTM C494, Type F, Superplasticizing I Water- Super Plasticizers.
ASTM C494, Type G. Superplasticizing /
I IWater-soluble chloride ion Content. Ir Tables 1A and 1B
2-2 (Materials
ASTM C618, fly ash and pozzolans. f; Class F
C: Class C and ASTM C1012 as specified
Class C
Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
Alkali reactivity potential testing
Adjustment Unit Prices for
required. r Yes
Weather Conditions
weather concreting required.
r NO
2-1.16 r Yes, indicate value in Bid Adjustment unit price for cold
r NO
2-1.17 r Yes, indicate value in Bid Adjustment unit price for hot weather concreting required. r NO
(Carlsbad Water)
(Recycling Facility)
03300P
-10-
Classification B Data Sheet
(Para- IDescription IData
1-2 - General
bidding only, not actual volume).
Estimated volume (provided for
Manufacturer's Certificate of
Compliance required. E Cement
Fly Ash
Admixtures
1-3 Submittals
2-1 Limiting Requirements
Air-entraining admixture. ASTM C Yes 1 p, requi&d Ir N,
Water-reducing admixtures. Yes
r NO
When "Yes" is selected, indicate
admixtures required. ASTM C494, Type A, Plasticizing I Water- ' reducing I/ - Contractor's choice Type A or D
E reducing
ASTM C494, Type D. Retarding I Water-
I Super Plasticizers. ASTM C494, Type F, Superplasticizing I Water-
' Retardina
reducing
ASTM C494, Type G, Superplasticizing I
Fiber concrete required. r Yes
C No
Water-soluble chloride ion content. F Tables ?A and 1~
2-2 Materials
ASTM C618, fly ash and pozzolans. F Class F
II: Class C and ASTM C1012 as specified
I? Class C
E Class N and ASTM C1012 as specified I
2-3 (Concrete Proportioning
hlkali reactivity potential testing F Yes I /required,
I I
ustment Unit Prices for
eather Conditions
(Carlsbad Water)
(Recycling Facility)
03300P - 11 -
- 2-1.16 weather concreting required.
Adjustment unit price for cold
C No
C Yes, indicate value in Bid
2-1.17 r Yes, indicate value in Bid Adjustment unit price for hot
weather concreting required. C No
(Carlsbad Water)
(Recycling Facility) 03300P
-12-
Classification C Data Sheet
'Water-reducing admixtures.
(i- No
r Yes
When "Yes" is selected, indicate
admixtures required. ASTM C494, Type A, Plasticizing I Water-
reducing
ASTM C494, Type F, Superplasticizing /
ASTM C494, Type D, Retarding I Water-
reducing
Super Plasticizers. ' Water-reducing ' Retarding
ASTM C494. Type G. Superplasticizing /
Water-soluble chloride ion content. F Tables 1A and 1 B
2-2 Materials
Mineral colored concrete required. r Yes
(i No
Optional requirements for cement.
ASTM C618, fly ash and pozzolans.
E LOW alkali
p Class F
C Class C and ASTM C1012 as Specified
II: Class C
C' Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
Alkali reactivity potential testing
required. (i Yes
r NO
(Carlsbad Water) 03300P (Recycling Facility) - 13-
Adjustment Unit Prices for
Weather Conditions
2-1.16 Adjustment unit price for cold weather concreting required. F No
C Yes, indicate value in Bid
2-1.17 C Yes, indicate value in Bid Adjustment unit price for hot
weather concreting required.
(i No
(Carlsbad Water) (Recycling Facility) 03300P - 14 -
Classification Dl Data Sheet
IPara- (Description (Data I
1-2 General
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of L Cement
1-3 Submittals I ppliance required. 1;- Fly Ash
Admixtures
2-1 Limiting Requirements
Water-reducing admixtures. C Yes
f No
When "Yes" is selected, indicate
admixtures required. ' reducing ' reducing
ASTM '2494, Type A, Plasticizing /Water-
ASTM C494, Type D, Retarding I Water-
Super Plasticizers. ASTM C494, Type F, Superplasticizing I
Class C and ASTM C1012 as specified
(Carlsbad Water)
(Recycling Facility) 03300P - 15-
Classification D2 Data Sheet
Para-
General 1-2
Description
graph
Data
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of
Compliance required. C Cement
r Fly Ash
III Admixtures
1-3 Submittals
2-1 Limiting Requirements
Water-reducing admixtures. r Yes
r NO
~~ ~~ When "Yes" is selected, indicate
admixtures required. ASTM C494, Type A, Plasticizing /Water-
reducing
ASTM C494. Type D, Retarding /Water-
ASTM C494, Type F, Superplasticizing /
@ reducing
Super Plasticizers. ' Water-reducing ' Retarding
ASTM '394, Type G, Superplasticizing I
2-2 Materials
Optional requirements for cement.
c Class F ASTM C618, fly ash and pozzolans.
C LOW alkali
r Class C and ASTM C1012 as specified
Class C
FT Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
Alkali reactivity potential testing r Yes .. - required.
Adjustment Unit Prices for
r NO
. ~.
Weather Conditions
2-1.16 weather concreting required.
Adjustment unit price for cold r Yes, indicate value in Bid
r NO
unit price for hot
eather concreting required. r Yes, indicate value in Bid
(Carlsbad Water) (Recycling Facility) 03300P - 16-
Classification D3 Data Sheet - Para-
General 1-2
Data Description
graph
bidding only, not actual volume).
Estimated volume (provided for
Manufacturer's Certificate of
Compliance required. Cement
C Fly Ash
t Admixtures
1-3 Submittals
2-1 Limiting Requirements
Air-entraining admixture. ASTM f Yes 1 p, required.
I
Water-reducing admixtures. r Yes
r No ' reducing ' reducing
When "Yes" is selected, indicate
admixtures required. ASTM 094, Type A, Plasticizing I Water-
ASTM C494, Type D, Retarding I Water-
Super Plasticizers.
Water-reducing
ASTM C494, Type F. Superplasticizing /
Retarding
ASTM C494, Type G, Superplasticizing I
Water-soluble chloride ion content. r Tables 1A and 1B
2-2 Materials
Optional requirements for cement.
C Class F ASTM C618, fly ash and pozzolans.
C LOW alkali
Class C and ASTM C1012 as specified
C Class C
K Class N and ASTM C1012 as specified
2-3 ]Concrete Proportioning
IAlkali reactivity potential testing I r Yes 1 (required Ir No
Adjustment Unit Prices for
Weather Conditions
weather concreting required.
- 2-1.16 r Yes, indicate value in Bid Adjustment unit price for cold
r No
I
I
(Carlsbad Water)
(Recycling Facility)
03300P - 17 -
2-1.17 C No Adjustment unit price for hot
weather concreting required. r Yes
(Carlsbad Water)
(Recycling Facility) 03300P -18-
Classification D4 Data Sheet
Para-
General 1-2
Data Description
graph
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of
Compliance required. Cement
I? Fly Ash
C Admixtures I
1-3 Submittals
2-1
C260 required. r Yes Air-entraining admixture, ASTM
Limiting Requirements
Water-reducing admixtures. c Yes
c NO
r NO
admixtures required.
When "Yes" is selected, indicate ASTM C494, Type A, Plasticizing /Water- ' reducing ' reducing
ASTM C494. Type D. Retarding [Water-
ll Super Plasticizers. /r Water-reducing
ASTM C494, Type F, Superplasticizing I
ASTM C494, Type G. Superplasticizing / ' Retarding
Water-soluble chloride ion Content. t Tables 1A and 16
2-2 IMaterials
STM C618, fly ash and pozzolans. Class F c Class C and ASTM C1012 as specified
r Class c r Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
required. Alkali reactivity potential testing
Adjustment Unit Prices for
r Yes
Weather Conditions
weather concreting required.
c NO
2-1.16 r Yes, indicate value in Bid Adjustment unit price for cold
r NO
(Carlsbad Water)
(Recycling Facility)
03300P
-19-
ustment unit price for hot C Yes, indicate value in Bid eather concreting required. C No
(Carlsbad Water)
(Recycling Facility) 03300P
-20-
Classification D5 Data Sheet
ara- IDescription (Data
-2 - General
Estimated volume (provided for
bidding only, not actual volume).
Manufacturer's Certificate of Compliance required. E Cement
C Admixtures
C Fly Ash
-3 - Submittals
.I - Limiting Requirements
C260, required.
Air-entraining admixture, ASTM
r Yes Water-reducing admixtures.
r Yes
r NO
r NO
When "Yes" is selected, indicate
admixtures required. ' reducing
ASTM C494, Type A, Plasticizing I Water-
reducing
ASTM C494, Type D. Retarding I Water-
Super Plasticizers. ASTM C494, Type F, Superplasticizing I
ASTM C494, Type G, Superplasticizing I
Water-reducing
E Retarding
Fiber concrete required. r Yes
c NO
Water-soluble chloride ion content. r Tables 1A and 1B
.2 - Materials
Optional requirements for cement.
c Class F ASTM C618, fly ash and pozzolans.
r LOW alkali
r Class C and ASTM Ci012 as specified
Class C
E Class N and ASTM ClO12 as specified
.3 - Concrete Proportioning
Alkali reactivity potential testing required. r Yes
Weather Conditions
Adjustment Unit Prices for
r No
(Carlsbad Water)
(Recycling Facility) 03300P - 21 -
2-1.16 weather concreting required.
Adjustment unit price for cold r Yes, indicate value in Bid
r NO
2-1.17 C Yes, indicate value in Bid Adjustment unit price for hot
weather concreting required. r NO
(Carlsbad Water) (Recycling Facility) 03300P
-22-
Classification D6 Data Sheet
!Para- /Description /Data
graph
1-2 General
Estimated volume (provided for
bidding only, not actual volume).
Compliance required.
Manufacttirefs Certificate of C Cement
Fly Ash
Admixtures
1-3 Submittals
2-1
C260, required. r Yes Air-entraining admixture, ASTM
Limiting Requirements
r NO
Water-reducing admixtures. r Yes
r NO
When "Yes" is selected, indicate
admixtures required. ' reducing
ASTM C494, Type A, Plasticizing I Water-
reducing
ASTM C494, Type D, Retarding /Water-
Super Plasticizers.
Water-reducing
ASTM C494, Type F, Superplasticizing /
Retardina
ASTM C494, Type G, Superplasticizing /
Fiber concrete required. r Yes
r No
Water-soluble chloride ion content. r Tables IA and 1 B
2-2 Materials
Optional requirements for cement.
Class F ASTM C618, fly ash and pozzolans.
LOW alkali
r Class C and ASTM C1012 as specified
r Class C
IIT Class N and ASTM C1012 as specified
2-3 Concrete Proportioning
Alkali reactivity potential testing
Adjustment Unit Prices for
required. r Yes
Weather Condltions
r NO
(Carlsbad Water)
(Recycling Facility)
03300P
-23-
Adjustment unit price for cold r Yes, indicate value in Bid
eather concreting required. r NO L
weather concreting required. r Yes, indicate value in Bid Adjustment unit price for hot 2-1.17
I
r NO
(Carlsbad Water)
(Recycling Facility)
03300P
-24-
Classification D7 Data Sheet
IPara- IDescription (Data
graph - 1-2 General
Estimated volume (provided for
bidding only, not actual volume).
Submittals
Compliance required.
Manufacturer's Certificate of E Cement
C Fly Ash
I3 Admixtures
2-1 Limiting Requirements
Water-reducing admixtures
required. r Yes
r No
r Yes, indicate valu
(Carlsbad Water)
(Recycling Facility) 03300P
-25-
Section 03300P
CAST-IN-PLACE CONCRETE - PROCUREMENT
PART 1 - GENERAL
1-1. SCOPE. This section covers procurement of all cast-in-place concrete,
including concrete materials, limiting requirements, mixture design, and
performance requirements, and delivery to the site through discharge at the end
of the delivery truck chute. Work beyond the end of the delivery truck chute is
covered in Section 03300C Cast-in-Place Concrete - Construction.
Both inch-pound (English) and SI (metric) units of measurement are specified
herein: the governing units of measurement shall be as indicated at the top of the
Data Sheet.
1-1.01. Terminoloqy. When the phrase "as required" is stated in this
section, it shall mean, "as required in the attached Tables or Data Sheets."
1-2. GENERAL. All cast-in-place concrete shall be as specified herein.
1-2.01. Concrete Classifications. Concrete classifications shall be defined and
used as indicated for the following classes:
Concrete Classifications
A. Structural Concrete - Class Class Description
AI. Concrete for Liquid Containing Structures; liquid containing
environmental structures, liquid containing tanks, interior
suspended slabs in high humidity areas, headwalls, and all
other concrete exposed to view and not otherwise indicated
A2.
A3.
A4.
on the drawings.
Pea Gravel Concrete: Congested Areas.
Concrete for Non-Liquid Containing Structures; footings,
foundations, manholes, catch basins, pan-formed joists, and
all other structural concrete other than for liquid containing
structures.
Mortar Puddle.
B. Exterior Flatwork Concrete
(Carlsbad Water)
(Recycling Facility)
03300P
-26 -
D. Miscellaneous Concrete
Dl. Ductbanks, Pipe Blocking, Concrete Fill, and Pipe
Encasement
1-2.02. Estimated Volume, When required, an estimated volume of concrete will
be provided for each concrete class required on the project. The estimates are
provided for the purposes of bidding and are not to be considered an exact
quantity. The quantity of concrete used on the project will be purchased by the
installation contractor based on the installation contract documents.
1-3. SUBMITTALS.
1-3.01. Drawinas and Data. All submittals of drawings: manufacturers'
certificates of compliance, recommendations, and test data; reports; catalog data
sheets; and other data shall be in accordance with the submittals section, unless
otherwise specified herein.
As required, reports and certifications on proposed materials and mixture
proportions for each concrete mixture design shall be submitted for review within
30 days after the preconstruction conference and prior to conducting the
laboratory trial batches for each mixture design.
1-3.02. Manufacturer's Certificate of Compliance. A manufacturer's certificate of
compliance, which includes the name of the project and, when required, copies
of independent test results confirming compliance with specified requirements,
shall be submitted to the ENGINEER for the following materials when used:
Cement.
Admixtures.
Fly Ash.
1-4. STORAGE AND HANDLING. Cement and fly ash shall be stored in
suitable moistureproof enclosures. Cement and fly ash which have become
caked or lumpy shall not be used.
Aggregates shall be stored so that segregation and the inclusion of foreign
materials are prevented. The bottom 6 inches of aggregate piles in contact with
the ground shall not be used.
PART 2 - PRODUCTS
2-1. LIMITING REQUIREMENTS. Unless otherwise specified, each concrete
mixture shall be designed and controlled, within the following limits, to provide a
dense, durable concrete suitable for the expected service conditions.
(Carlsbad Water)
(Recycling Facility)
03300P - 27 -
Concrete materials shall be selected and concrete shall be proportioned,
batched, mixed, and delivered in a manner that will minimize shrinkage and
cracking as specified herein, and as required in accordance with Chapters 3 and
8 of ACI 224R. Concrete temperatures shall be controlled before and until
delivery at the end of the delivery truck chute to minimize cracking. Any rise in
concrete temperature caused by environmental conditions that will be conducive
to excessive shrinkage shall be controlled.
For each class of concrete, each concrete mixture shall be designed and
concrete shall be controlled within the limits in the specification and in Tables 1A
and 1 B or as required.
2-1.01. Cement Content Limits. The minimum quantity of portland cement in the
concrete, unless fly ash is used, shall be as indicated in Tables 1A and 1B or as
required. The minimum cement quantities indicated in Tables 1A and 1B shall
apply to all concrete containing a water-reducing admixture.
Maximum cement content, when ASTM C150 Type I cement is used, shall not be
more than 1.15 times the minimum cement content specified. When a Type II or
Type V cement is used the cement content shall not be increased more than
necessary to achieve the required Tcr.
2-1.02. Maximum Water-Cementitious Material Ratio. The maximum water-
cement ratio shall be as required on a cement mass basis, or, if fly ash is used,
the combined mass of cement plus fly ash shall be used to determine the water-
cementitious materials ratio.
2-1.03. Fly Ash Content. When allowed, CONTRACTOR may substitute fly ash
for up to the percentage of the portland cement indicated in Tables 1A and 1B
and not less than 10 percent, on the basis of 1.5 pounds of fly ash added for
each pound of cement reduction.
2-1.04. Aaareaates. Aggregates shall comply with ASTM C33 except as
specified herein. Fine aggregate shall be clean natural sand. Artificial or
manufactured sand will not be acceptable. Coarse aggregate shall be crushed
rock, washed gravel, or other inert granular material, except that clay and shale
particles shall not exceed values indicated in Tables 1A and 1 B.
When ASTM C33 gradations are specified, final gradation of the coarse
aggregate shall conform to maximum nominal size grading requirements of
ASTM C33, when one size of aggregate or a combination of two or more sizesis
used.
When the 18-8 combined aggregate gradation is required, the combined
aggregates shall be well graded from the coarsest to the finest with not more
than 18 percent nor less than 8 percent (18-8 requirement), unless otherwise
(Carlsbad Water)
(Recycling Facility) 03300P
-2a-
acceptable to the Engineer, of the combined aggregate retained on any individual
sieve with the exceptions that the No. 50 may have less than 8 percent retained,
sieves finer than No. 50 shall have less than 8 percent retained, and the coarsest
sieve may have less than 8 percent retained.
Aggregates used in concrete shall have a combined aggregate distribution
similar to the aggregates used in the concrete trial mixtures. Reports of individual
aggregates shall include sieve sizes 1-1/2 inch, 1 inch, 3/4 inch, 1/2 inch,
3/8 inch, No. 4, No. 8, No. 16, No. 30, and No. 50 in accordance with ASTM Ell.
When available aggregates are elongated or slivered and cause interference with
mixture mobility, or available aggregate gradations will not comply with the 18-8
requirement and when permitted by ENGINEER, the combined aggregate
percentages may be changed to not more than 22 percent nor less than
6 percent retained on any individual e.
When specified, sand equivalent for fine aggregate shall be not less than 75 for
an average of 3 samples tested in accordance with ASTM
The maximum coarse aggregate content consistent with workability and
minimizing shrinkage shall be used in the mixture. To comply with the specified
concrete shrinkage test requirements, the clay and shale content of the
aggregates may need to be reduced by washing the aggregate.
2-1.05. Ratio of Fine to Total Aaareaates. The ratio of fine to total aggregates,
based on solid volumes (not weights), shall be as follows:
2-1.06. Slump. Concrete slump shall be kept as low as possible, consistent with
proper handling and thorough consolidation. Unless otherwise noted, required,
or authorized by ENGINEER, slump shall be at least 2 inches and shall not
exceed 3 inches before the addition of a superplasticizer.
When superplasticizer is dispensed at the ready-mix plant, the concrete mixture
design shall be based on a maximum slump as indicated in Tables 1A and 1 B;
and when superplasticizer is dispensed at the site, slump shall not exceed the
(Carlsbad Water) (Recycling Facility) 03300P -29-
maximum slump as indicated in Tables 1A and 1B before superplasticizer is
added.
2-1.07. Initial Set. The initial set, as determined by ASTM C403, shall be
attained 5-1/2 hours +/-I hour after the water and cement are added to the
aggregates for each concrete mixture. The quantity of retarding admixture shall
be adjusted to compensate for variations in temperature and job conditions.
2-1.08. Total Air Content. The total volumetric air content of concrete after
placement shall be as required and within +/-I percent. Air-entraining admixture
may be omitted from concrete for interior slabs which are to be trowel finished,
and from Classes Dl, D2, and D7 concrete.
2-1.09. Admixtures. When required, and unless otherwise acceptable to the
ENGINEER, all admixtures shall be from one manufacturer and shall be
compatible. Admixtures that are compatible with other admixtures and concrete
materials shall not have an adverse affect on the required properties of the
concrete nor the specified limiting requirements. The admixture content,
batching method, and time of introduction to the mixture shall comply with these
specifications and with the manufacturer's recommendations for minimum
shrinkage. The admixture manufacturer shall provide qualified field services as
necessary, at no additional cost to OWNER.
Admixtures used in the concrete shall minimize shrinkage and shall be as
recommended in writing by the admixture manufacturer prior to conducting the
laboratory trial concrete mixture testing and the shrinkage test. No calcium
chloride nor admixture containing chloride from sources other than residual
impurities in admixture ingredients will be permitted. Admixtures classified as
Class 1 or Class 2 in ACI 212R or containing unrefined or raw lignosulfonic acids
("lignins") or their salts will not be acceptable.
Combination of admixtures which cause premature or local dehydration or post-
compaction settlement of the concrete surface shall not be used. If any such
undesirable characteristics are observed, the use of the mixture shall be
discontinued and an alternate mixture design used.
A water-reducing admixture shall be included in all concrete, except Classes Dl
and D7 concrete. When required, a superplasticizer shall also be used in
concrete. At the option of the construction contractor, a superplasticizer may be
used in all concrete. When a superplasticizer is used, the admixture
manufacturer shall recommend to ENGINEER, in writing, the type of super-
plasticizer to be used with the required water-reducing admixture to achieve the
specified initial-set times. Superplasticizer may be dispensed into the concrete at
the plant or on the job site and shall be mixed in accordance with the admixture
manufacturer's recommendations. Each superplasticizer dose, when dispensed
at the site, shall be easily verifiable and recorded on the delivery ticket. The
superplasticizer for each load shall be accurately proportioned into a separate
(Carlsbad Water)
(Recycling Facility) 03300P - 30 -
container prior to dispensing the admixture into the concrete. When truck-
mounted dispensers are used, the system shall not be flushed or cleaned with
water until after the entire load of concrete has been discharged. When
permitted by ENGINEER, redosing of concrete with superplasticizer shall be
done only once. Redosing procedures shall be as recommended by the
admixture manufacturer.
2-1 .I 0. Fiber Concrete. When required, polypropylene fibers shall be added to
the concrete materials at the time the materials are batched for all concrete at the
rate indicated in Tables 1A and 1B or as required. Fiber length shall be as
recommended by the manufacturer. Batching and mixing procedures shall be in
accordance with the manufacturer's recommendations. Fibers shall be randomly
oriented and uniformly distributed throughout the concrete.
2-1.11. Strenath. In addition to the other limiting requirements to achieve
durability and minimize shrinkage, the minimum acceptable compressive
strengths of concrete tested at the end of the delivery truck chute using 6 by
12 inch site-cast cylinders, as determined by ASTM C39, shall be as indicated in
Tables 1A and IB, or as required.
Adequate test cylinders taken at the point of placement will also be made to
verify that the construction contractor's concreting procedures comply with
applicable industry standard procedures.
2-1.12. PumDed Concrete. Coarse aggregate size for pumped concrete
mixtures shall be limited to a maximum of 1-1/2 inch.
The slump of concrete, with or without a superplasticizer, that is discharged into
the pump may exceed the specified maximum slump value by the amount of
slump loss in the pumping system, up to a maximum of 1 inch. The slump loss
shall be determined by tests made at each end of the pumping system.
2-1 .I 3. Water-Soluble Chloride. Maximum water-soluble chloride ion
concentrations in hardened concrete at an age of 28 days shall not exceed the
limits expressed as a percentage of mass of cement as indicated in Tables 1A
and 1B or as required.
Test results shall be reported as the percentage of water-soluble chloride ions in
the concrete and as a percentage of chloride ion relative to the mass of cement
in the concrete.
Testing of the concrete components, except aggregates, for water-soluble
chloride ions will be done at the discretion of CONTRACTOR. Copies of the
reports on such tests shall be furnished to ENGINEER,
(Carisbad Water)
(Recycling Facility) 03300P - 31 -
The hardened concrete and each gradation of aggregate used in the concrete
shall be tested each time a chloride ion test is conducted on a concrete mixture.
2-1.14. Laboratow Shrinkage Limits. Based on the modified ASTM C157 test
procedures as specified herein, the shrinkage limits of concrete shall be the
average drying shrinkage of each set of three test specimens cast in the
laboratory from a trial batch as measured at the 21 days drying age, and shall not
exceed the values in Tables 1A and 1 B.
The average drying shrinkage of each set of test specimens cast in the field from
concrete delivered to the site, and sampled at the end of the delivery truck chute,
as measured at the 21 days drying age shall not exceed the values in Tables 1A
and 1B.
2-1.15. Mineral Colored Concrete. When required, a mineral coloring admixture
shall be added to the concrete. The quantity of mineral coloring admixture added
shall be as recommended by the color admixture manufacturer for a deep,
intense color tone.
The color of the concrete shall be as required,
2-1.15. Concrete Mixtures.
2-1.15.01. Structural Concrete. All Class A concrete shall be structural concrete
that conforms to all specified limiting requirements in Tables 1A and 1B and this
specification or as required.
2-1.15.02. Pea Gravel Concrete. Structural pea gravel concrete shall be used in
all areas where the clear distance between reinforcement, conduit, or embedded
items is less than the least dimension of coarse aggregate particles in the
structural concrete. Structural pea gravel concrete shall conform to all specified
limiting requirements, except maximum nominal size of coarse aggregate.
Maximum nominal size of coarse aggregate shall be 2 inch for concrete mixtures
to be placed and consolidated in portions of structures congested with reinforcing
steel, conduits, and embedded items.
2-1.15.03. Miscellaneous Concrete for Pipe Blockina, Pipe Encasement.
Concrete Fill, and Duct Banks. Concrete for buried pipe blocking, pipe
encasement, concrete fill, and duct banks shall conform to the limiting
requirements in Tables 1A and 1B or as required.
2-1.15.04. Underwater Concrete. Not used.
2-1.16. Cold Weather Concrete. When required, and except as modified herein,
cold weather concrete shall comply with ACI 306R. The temperature of concrete
at the point of delivery at the end of the delivery truck chute shall be not less than
(Carlsbad Water)
(Recycling Facility) 03300P - 32 -
that indicated in the following table for corresponding outdoor temperature (in
shade) at the time of placement:
Concrete Temperature
When delivered, heated concrete shall be not warmer than indicated in Tables
1A and IB.
If the construction contractor requires the temperature at the point of delivery at
the end of the delivery truck chute to be higher than the values specified herein,
the construction contractor's bid will need to cover the additional unit cost to
achieve the higher temperature required for construction. CONTRACTOR shall
provide an adjustment unit price in their Bid that will be used by the construction
contractor to bid the construction contract. The adjustment unit price for each
additional 5OF per cubic yard shall be based on the additional costs associated
with providing concrete at a temperature above the temperature Bid under this
Contract.
2-1.17. Hot Weather Concrete. When required and except as modified herein,
hot weather concrete shall comply with ACI 305R. At air temperatures of 90°F or
above, concrete shall be kept as cool as possible before and during delivery.
The temperature of the concrete at the time of delivery at the end of the delivery
truck chute shall not exceed the values indicated in Tables 1A and 1 B or as
required.
If the construction contractor requires the temperature at the point of delivery to
be lower than the values specified herein, the construction contractor's bid will
need to cover the additional unit cost to achieve the lower temperature required
for construction. CONTRACTOR shall provide an adjustment unit price in their
Bid that will be used by the construction contractor to bid the construction
contract. The adjustment unit price for each reduction by 5OF per cubic yard shall
be based on the additional costs associated with providing concrete at a
temperature below the temperature Bid under this Contract.
2-2. MATERIALS,
Cement ASTM C150, Type II
Fly Ash
(Carlsbad Water)
(Recycling Facility)
ASTM C618, Class F or ASTM
C618, Class C that passes ASTM
C1012 testing for moderate sulfate
03300P - 33 -
Aggregates, Fine and
Coarse
Water
Admixtures
Water ReducinglNormal
Set
Water
ReducinglRetarding
Air-Entraining
Supetplasticizingl
Normal Set
Superplasticizingl
Retarding
Mineral Coloring
Fibers
resistance, except loss on ignition
shall not exceed 4 percent except as
required
As specified in Limiting
Requirements paragraph.
Clean and free from deleterious
substances.
ASTM C494, Type A, except as
otherwise specified herein.
ASTM C494, Type D, except as
otherwise specified herein.
ASTM C260; Grace "Daravair" or
"Air-Tite", Master Builders "MB-VR
or "AES", or Sika Chemical "AER'.
ASTM C494, Type F, extended
slump life type, except as otherwise
specified herein; Grace 'WRDA-19,
or Master Builders "Reobuild 1000, or "Prokrete PSP-c'.
ASTM C494, Type G, extended
slump life type, except as otherwise
specified herein; Grace "Daracem
100 or Master Builders "Reobuild
716.
Nonfading mineral coloring
unaffected by sunlight or free alkali;
Davis Colors "Integrally Colored
Concrete", L.M. Scofield "Chromix",
Tamms "Concentrated Mortar Color",
or Williams "Oxide Pigments".
Collated, fibrillated, polypropylene
fibers; Fibermesh, Forta Fibre, or
Grace.
2-3. PROPORTIONING.
2-3.01. Mixture Desian. Using concrete materials acceptable to ENGINEER, a
tentative concrete mixture shall be designed and tested in the laboratory for each
size and combined gradation of aggregates and for each consistency as
indicated and intended for use on the work and as specified.
(Carlsbad Water) (Recycling Facility)
03300P
-34-
Concrete proportions shall be established based on laboratory trial mixtures that
meet the following requirements:
a. The combination of materials shall be as proposed for use in the
b. Mixtures shall conform with the limiting requirements specified
herein and as required.
c. The required average compressive strength, f’cr , of the trial mixture
shall exceed the specified minimum acceptable compressive
strength, f’c , by 1,200 psi (f’cr = fc + 1,200 psi).
work.
d. Three trial mixtures of the proportions and consistencies specified
for the work shall be prepared, using at least three different water-
cementitious materials ratios that are equal to or lower than the
specified maximum water-cementitious materials ratio. The
compressive strength of the cylinders made from the three trial
mixtures shall produce a range of compressive strengths
encompassing the flCr required for the work. When a three point
curve is required by Tables 2A and 2B, the three concrete mixtures
shall reflect the cement content proposed for the project at three
water-cementitious material ratio contents at or lower than indicated
in Tables 1A and 1B or as required.
indicated in Tables 2A and 2B, at least three 6 by 12 inch
compressive strength test cylinders shall be made for each age.
Each change in the water-cementitious materials ratio shall be
considered a new concrete mixture. Each mixture shall be tested at
the ages of 7 days and 28 days with two test cylinders broken at 28
days.
materials ratio at each age shall be plotted as a curve showing the
relationship between compressive strength (along y-axis) and the
water-cementitious materials ratio (along x-axis).
g. The water-cementiious materials ratio for the concrete mixture to be
used in the work shall be selected from the 28 day curve to produce
the required average compressive strength. The cement content
and mixture proportions to be used shall be such that the selected
water-cementitious materials ratio will not be exceeded at specified
maximum slump. These concrete mixture proportions shall be
submitted for review in accordance with the submittals section.
e. For each proposed concrete mixture that is required to be tested as
f. The results of the cylinder tests for each water-cementitious
Mixtures shall be adjusted in the field as necessary, within the limits specified, to
meet the requirements of these specifications.
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2-3.02. Preliminaw Review. Reports covering the source and quality of concrete
materials and the concrete proportions proposed for the work shall be submitted
to ENGINEER for review before performing the required trial mixture designs and
before concrete work is started. Review of these reports will be for general
acceptability only, and continued compliance with all contract provisions will be
required.
2-3.02.01. Aaareaate Reports. When required, reports on aggregates shall
include the information listed in Tables 2A and 28.
2-3.02.02. Mixture Desian Report. When required, design quantities and test
results on each mixture shall be submitted for review and shall be accepted
before concrete work is started. The report on each tentative concrete mixture
and on the proposed concrete mixture shall contain the information in Tables 2A
and 28. and shall be submitted to ENGINEER.
2-3.02.03. Mixture Desian Testing. As stipulated in the Quality Control section,
and as required, all tests and reports required for preliminary review shall both be
made by an independent testing laboratory at the expense of CONTRACTOR
specifically for this project. All materials shall be tested in accordance with the
specified test methods and reports for these tests shall be prepared specifically
for this project. If the source of any concrete materials is changed during the
contract, the materials and the new mixture design shall be tested in accordance
with the specified preliminary review requirements and reports shall be submitted
for review.
Aggregates shall be sampled and tested in accordance with ASTM C33. In
addition, the bulk specific gravity of each aggregate shall be determined in
accordance with ASTM C127 and ASTM C128.
Concrete test specimens shall be made, cured, and stored in accordance with
ASTM C192 and tested in accordance with ASTM C39.
Slump shall be determined in accordance with ASTM C143. Total air content
shall be determined in accordance with ASTM C231 and verified in accordance
with ASTM C138. Concrete temperature shall be determined in accordance with
ASTM C1064 and unit weight (mass) shall be determined in accordance with
ASTM C138. Water-soluble chloride ion shall be determined in accordance with
ASTM C1218.
Initial set tests shall be made at ambient temperatures of 70 and 90°F to
determine compliance with the specified time for initial set. The test at 7OoF shall
be made using concrete containing the specified normal seffwater-reducing
admixture and, when required, air-entraining admixture. The test at 90°F shall be
made using concrete containing the specified retarding/water-reducing admixture
and, when required, air-entraining admixture. Initial set shall be determined in
accordance with ASTM C403.
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A preliminary test on a trial batch shall be conducted at the project site, using the
proposed superplasticizer in the accepted mixture design to determine the
correct dosage. When superplasticizer is not included in the trial mixture, the trial
batch tested at the site shall be used to determine compatibility of the
superplasticizer with the other materials used in the concrete, including the other
admixtures.
When required, a drying shrinkage test shall be conducted on the preliminary trial
batch with the maximum water-cementitious materials ratio used to qualify each
proposed concrete mixture design using the concrete materials, including
admixtures, that are proposed for the project. Three test specimens shall be
prepared for each test. Drying shrinkage specimens shall be 4 inch by 4 inch by
11 inch prisms with an effective gauge length of 10 inches, fabricated, cured,
dried, and measured in accordance with ASTM C157 except with the following
modifications:
Specimens shall be removed from the molds at an age of 23 hours +/-
I hour after trial batching, shall be placed immediately in water at 73OF +/-
3OF for at least 30 minutes, and shall be measured within 30 minutes
thereafter to determine original length and then submerged in lime-
saturated water as specified in ASTM C157. Measurement to determine
expansion expressed as a percentage of original length shall be taken at
age 7 days. The length at 7 days shall be the base length for drying
shrinkage calculations ("0" days drying age). Specimens then shall be
stored immediately in a humidity controlled room maintained at 73OF +/-
3OF and 50% +/-4% relative humidtty for the remainder of the test.
Measurements to determine shrinkage expressed as a percentage of the
base length shall be reported separately for 7, 14, and 21 days +/-4 hours
of drying from "0" days after 7 days of moist curing for a total of 28 days
from the date of casting.
Drying shrinkage deformation for each specimen shall be computed as the
difference between the base length (at "0 days drying age) and the length
after drying at each test age. Results of the shrinkage test shall be
reported to the nearest 0.001 percent. If drying shrinkage of any
specimen deviates from the average for that test age by more than 0.004
percent, the results for that specimen shall be disregarded.
The average drying shrinkage of each set of 4 inch by 4 inch by 11 inch
test specimens made in the laboratory from a trial batch shall not exceed
the values required in Tables 1A and IB. Drying shrinkage tests will only
be required for concrete mixtures indicated in Tables 2A and 2B.
Drying shrinkage of laboratory and field specimens shall be considered
approximately proportional to the surface-to-volume ratio. When different
size test specimens are permitted by ENGINEER, the acceptable drying
(Carlsbad Water) (Recycling Facility) 03300P -37-
shrinkage test results shall be as indicated in the following table:
When required, alkali-aggregate reactivity potential shall be determined in
accordance with Appendix XI of ASTM C33. Aggregates shall be tested in
accordance with ASTM C289 and C295 to determine potential reactivity.
Aggregates which do not indicate a potential for alkali reactivity or do not
have reactive constituents may be used without further testing.
Aggregates which indicate a potential for alkali reactivity shall be further
tested in accordance with ASTM C227 or C1105, as appropriate, using a
cement containing less than 0.6 percent alkalies. At the discretion of
ENGINEER, testing in addition to that indicated in Appendix XI of ASTM
C33 may be performed on potentially reactive aggregates. Nonreactive
aggregates shall be imported if, in the opinion of the ENGINEER, local
aggregates exhibit unacceptable potential reactivity.
2-9. ARCHITECTURAL CONCRETE. Not used.
2-9.01. General Reguirements. Not used.
2-10. BATCHING AND MIXING. Concrete shall conform to ASTM C94 and shall
be furnished by an acceptable ready-mixed concrete supplier.
2-10.01. Consistency. The consistency of concrete shall be suitable for the
placement conditions. Aggregates shall float uniformly throughout the mass, and
the concrete shall flow sluggishly when vibrated or spaded. The slump shall be
kept uniform.
2-10.02. Delivew Tickets. A delivery ticket shall be prepared for each load of
ready-mixed concrete and a copy of the ticket shall be handed to ENGINEER by
the truck operator at the time of delivery. Tickets shall indicate the name and
location of CONTRACTOR, the project name, the mixture identification, the
(Carlsbad Water)
(Recycling Facility) 03300P - 38 -
quantity of concrete delivered, the quantity of each material in the batch, the
outdoor temperature in the shade, the time at which the cement was added, and
the numerical sequence of the delivery. Ticket shall include detailed information
about batch including but not limited to water content and admixture.
PART 3 - EXECUTION
3-1. CONTRACTOR'S ON GOING MATERIAL CONTROL TESTING. The
following tests and the test reports are required during the progress of the work
and shall be made at the expense of CONTRACTOR. The frequency specified
herein for each field control test is approximate and subject to change as
required by ENGINEER.
3-1.01. Aggregate Gradation. Each 100 tons of fine aggregate and each
200 tons of coarse aggregate and at least once every 6 months, aggregates shall
be sampled and tested in accordance with ASTM D75 and C136.
3-1.02. Sand Equivalent. The sand equivalent test shall be conducted each time
the sand gradation tests are conducted.
3-1.03. Flv Ash. Each 400 tons of fly ash shall be sampled and tested in
accordance with ASTM C618 and C311. CONTRACTOR shall supply
ENGINEER with certified copies of supplier's (source) test reports showing
chemical composition and physical analysis for each shipment delivered to
CONTRACTOR and certifying that the fly ash complies with the specifications.
The certificate shall be signed by both the fly ash supplier and CONTRACTOR.
3-1.04. Cement. CONTRACTOR shall supply ENGINEER with certified copies
of supplier's (source) test reports showing chemical composition and physical
analysis for each shipment delivered to CONTRACTOR, and certifying that the
cement complies with ASTM C150 and these specifications. The Certificate shall
be signed by both the cement manufacturer and CONTRACTOR.
3-2. OWNERS FIELD CONTROL TESTING. Field control tests, including
aggregate gradation (if needed), slump, air content, and making compression
test cylinders, shall be performed by ENGINEER or testing laboratory personnel.
CONTRACTOR shall provide all facilities and the services of one or more
employees as necessary to assist with the field control testing.
AS stipulated in the quality control section, tests required during the progress of
the work shall be made at the expense of OWNER.
The frequency specified herein for each field control test is approximate and
subject to change as required by ENGINEER.
(Carlsbad Water) (Recycling Facility) 03300P - 39 -
ENGINEER may require field testing prior to the addition of superplasticizer at
the site to determine compliance with the specifications. Field testing after the
addition of superplasticizer shall be conducted as specified and as required to
determine that the concrete is in compliance with the specifications. Air tests
shall be conducted whenever field tests are conducted.
3-2.01. Slump. A slump test shall be made for each 50 cubic yards of concrete.
Slump shall be determined in accordance with ASTM C143.
3-2.02. Air Content. An air content test shall be made on concrete from one of
the first three batches mixed each day and on concrete from each batch of
concrete from which concrete compression test cylinders are made. Air content
shall be determined in accordance with ASTM C231 and verified in accordance
with ASTM C138.
3-2.03. Unit Weiqht. A unit weight test shall be made on concrete from each
batch of concrete from which concrete compression test cylinders are made.
Unit weight shall be determined in accordance with ASTM C138.
3-2.04. Concrete Temperature. A concrete temperature test shall be made on
concrete from the first batch of concrete mixed each day and on concrete from
each batch of concrete from which concrete compression test cylinders are
made. Concrete temperature shall be determined in accordance with
ASTM C1064.
3-2.05. Water-Soluble Chloride Ion. Water-soluble chloride ion testing shall be
performed in accordance with ASTM C1218.
3-2.06. Compression Tests. One set of four concrete compression test cylinders
shall be made each day when 25 to 50 cubic yards of concrete is placed. One
additional set of test cylinders shall be made from each additional 50 cubic yards,
or major fraction thereof, placed in any one day. Two cylinders of each set shall
be tested at an age of 7 days and the remaining cylinders shall be tested at an
age of 28 days.
Test cylinders shall be 6 inches in diameter by 12 inches high and shall be made,
cured, stored, and delivered to the laboratory in accordance with ASTM C31 and
tested in accordance with ASTM C39.
Each set of compression test cylinders shall be marked or tagged with the date
and time of day the cylinders were made, the location in the work where the
concrete represented by the cylinders was placed, the number of the delivery
truck or batch, the air content, the slump, the unit weight, and the concrete
temperature.
(Carlsbad Water)
(Recycling Facility) 03300P - 40 -
3-2.07. Shrinkaqe Tests. Concrete shrinkage tests shall be performed once for
each 1,000 cubic yards of concrete with controlled shrinkage that is placed and
shall be made on concrete from a batch of concrete from which concrete
compression test cylinders are made. Shrinkage testing shall be conducted as
specified for the preliminary trial mixes.
The average drying shrinkage of each set of test specimens cast in the field from
concrete delivered to the site as measured at the 21 days' drying age shall not
exceed the values indicated in Tables 1A and I B.
3-2.08. Test ReDorts. Four copies of each test report shall be prepared and
distributed by the testing laboratory to the Resident Project Representative (two
copies), ENGINEER, and CONTRACTOR, in accordance with the quality control
section.
3-3. EVALUATION AND ACCEPTANCE OF CONCRETE. Concrete will be
evaluated for compliance with all requirements of the specifications. Concrete
strength will be only one of the criteria used for evaluation and acceptance of the
concrete. The results of all tests performed on the concrete and other data and
information concerning the procedures for handling, placing, and curing concrete
will be used to evaluate the concrete for compliance with the specified
requirements.
Compression tests will be evaluated in accordance with ACI 318 and as specified
herein. A strength test shall be the average of the compressive strengths of two
cylinders made from the same concrete sample tested at 28 days.
3-3.01. ComDression Test Evaluation. Compressive strength test results will be
evaluated for compliance with the specified strength requirements and the
specified requirements that relate to durability.
3-3.01.01. Strenqth. When required for compliance with the strength
requirement, the strength level of the concrete will be considered satisfactory
when the averages of all sets of three consecutive strength tests equal or exceed
the specified compressive strength, Tc, and no individual strength test result falls
below the specified compressive strength by more than 500 psi.
3-3.01.02. Durability. When required for compliance with the limiting
requirements that relate to durability, the results of compressive strength tests
made in the field and tests made on the trial mixture in the laboratory will be
compared to confirm that the concrete received at the project site is essentially
the same mix as that tested in the laboratory. The 28 day strength tests for any
three consecutive sets of field made cylinders shall average not less than 700 psi
below the average 28 day compressive strength, fIcr, of the trial mixture strength
tests, and no individual strength test from cylinders made in the field shall fall
below the trial mixture average 28 day strength test by more than 1200 psi.
Durability criteria shall apply as indicated in Tables 1A and 1 B unless noted
(Carlsbad Water) 03300P
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otherwise.
Classification B C
Concrete Class I AI I A2 I A3 1 A4 1 A5
Minimum Cement Content, Dounds/cubic vard: based on maximum slumF
and maximum water-cementitious
Maximum
Nominal
Aggregate Size,
ASTM C33
aggregate
Size No. 467 (1- --- "_
1 /2")
Size No. 57 (1") 536 -
Size No. 67
(3/4")
Fine Aggregate,
Compressive Strength, minimur
564 1 --- I 520
"
Evaluation based
)ad Water) 03300P
I I A
B C - A3 - A5
-
""
Criteria -
X c 0.45 0.45
X Compression
Tests
Evaluation based
Upon Durability
Criteria
Maximum water-
cementitious
material ratio
Maximum
coarse
aggregate size.
-
0.45
-
0.45
-
0.45
-
0.48
-
0.45
1-112 Sand 1-112 1-112 1 1 1 12
Aggregate grada
ASTM C33
maximum
nominal
aggregate size
gradation
rewired.
"1 8-8 combined
gradation
rewired.
Yes
lches I Maximum slump,
Slump before
superplasticizer
added
4 3 +- 8 Slump after
adding
superplasticizer
Air entrainment,
percent, (+ or -
-
6 6 61616 6 6
15 I 15 20
_=_
25 - Maximum fly
ash %
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TABLE 1A - LIMITING REQUIREMENTS
Concrete A
Classification
Concrete Class I AI I A2 I A3 1 A4 I A5
B C
I I I I I I I replacement
Testing limits
Sand equivalent,
min. percent
75 75 75 75
Chloride ion, 1 0.10 1 0.10 I 0.15 1 0.10
max. Dercent
Shrinkage, rnax. p
Laboratory
Field
Coarse
Aggregate: Clay
and shale
combined
particles shall not
exceed, rnax.
percent
'cent;
0.036
0.048
1
-
-
-
Concrete Temperature, I
wed 4 -
0.036
0.048
-
-
1
85
85
5
5
1.5 -
4x 11
0.048
0.064
1
-
-
-
-
90
90
10
10
1.5
ch specimen 7-r T
-
85
85
5
5
90
90
10
10
3 2
95
95
10
10
-
1.5
85
85
-
5
5
- "_
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Classification
Concrete Class 11 Dl D2 )I 1 D3 1 D4 11 D5 11 D6 11 D7
Minimum Cement Content, pounds/cubic yard; based on maximum slum1
and maximum wa
Maximum
Nominal
ASTM C33
Aggregate Size,
aggregate
Size No. 467 (1-
1 /2")
Size No. 57 (1")
Size No. 67 (3/4")
Size No. 7 (1P)
Size No. 8 (3/8")
r-cem -
"_
460
-
480
500
-
520
Compressive Strength, r (12.250 Field, 7 days;
Field, 28 days;
-
3,000
Laboratory, 28 3,200
Jays;
Ititious -
600"
620'
640"
660n
-
680'
nimum;
3,000*
2,000
4.000*
2,500
5,200*
2,800 -
aterial -
480
500
520
555 -
"
)si
3,000
-
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-
4,000
4,800
-
1,50C
2,000
2,000
-
(Ca
laximum slump, inches
Id Water)
(Recycling Facility) -46-
Testing limits
Sand equivalent, ”_ 75 75 75 75 75
min.
I
0.30 0.30 0.30 - 0.15 0.15 0.30
max. percent
NOTES:
# "D2" (Underwater concrete) - Limit aggregate to 314'' for reinforced concrete,
"02" (Underwater concrete).- Reduce cement content 100 pounds per cubic
a "D5" Wash water trough top edge water-cement ratio, 100 percent sand
up to 1-1/2"for unreinforced concrete.
yard for each aggregate size listed for 2,500 psi.
passing No. 8 sieve.
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TABLE 2A - SUBMITTAL REQUIREMENTS
Cementitious material, type,
data sheet, and test report (Fly
Admixtures, data sheets and
certifications for each and a
q+ A4 A5 B '1
X
Mixture proportions, reports
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~ and quality of cement ~~~
Brand, type, composition,
and quality of fly ash
Specific gravity of each
aggregate
Ratio of fine to total
aggregates
Air content
/I I Temperature
I1 I Unit weight
Time of initial set at 7OoF and
90°F.
6 Alkali-Aggregate Reactivity,
report
7 Water-soluble chloride ion,
report
8 Shrinkage, report
9 Field compression test
evaluation reports taken at end
of delivery truck chute
X
X
X
X
X
X
-
-
-
X
X
X
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TAKE 2B - SUBMITTAL REQUIREMENTS
Concrete Class I
Deleterious materials
Fineness modulus
Water-soluble chloride ion
Sand equivalent
Coarse aggregate
Source and type
Gradation
Deleterious materials
Abrasion loss
Soundness test
Water-soluble chloride ion
Combined aggregate gradation
"1 8-8 requirement
Cement, mill report
Cementitious material, type,
data sheet, and test report (fly
ash)
Admixtures, data sheets and
certifications for each, and a
manufacturer's approval letter
xIx(x
--- 1 x 1 x
"_
xxx
Mixture proportions, reports
I I
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- C
D
- E
- a rl
ec:
~ TABLE 2B - SUBMITTAL REQUIREMENTS
Concrete Class
Three point curves
Compressive strength at 7 and
28 days
Mixture proportions report
Slump
Water content
Water-cementitious materials
ratio
Brand, type, composition,
and quality of cement
Brand, type, composition,
and quality of fly ash
Specific gravity of each
aggregate
Ratio of fine to total
aggregates
Air content
Temperature
Unit weight
Time of initial set at 7OoF and
90OF.
Alkali-Aggregate Reactivity,
report
Water-soluble Chloride ion
ad Water) 0331
- Dl
X
- X
"
- X
X
X
X
X
- X
X
X
- X
ing Facility) - 52 -
End of Section
(Carlsbad Water)
(Recycling Facility) 03300P - 53 -
Section 03600
GROUT
PART 1 - GENERAL
1-1. SCOPE. This section covers procurement and installation of grout beneath
column baseplates and other structural uses of grout as indicated on the
drawings. Unless otherwise specified, only nonshrinking grout shall be
furnished.
Epoxy grouting of anchor bolts, threaded rod anchors, and reinforcing bars is
covered in the anchorage in concrete and masonry section. Grouting of masonry
is covered in the building masonry section.
1-2. SUBMITTALS. A letter of certification indicating the types of grout to be
supplied and the intended use of each type shall be submitted in accordance
with the submittals section.
1-3. DELIVERY, STORAGE, AND HANDLING. Materials shall be handled,
transported, and delivered in a manner which will prevent damage of any kind.
Materials shall be protected from moisture.
PART 2 - PRODUCTS
2-1. MATERIALS.
Nonshrinking Grout Cementitious grout with demonstrated non-
shrinking properties; L&M "Crystex", Master
Builders "Mastetflow 71 3" or "Set Grout",
Sauereisen "F-I00 Level Fill Grout', Sonneborn
"Sonogrout IOK" or Five Star Products "Five
Star Grout".
Water Clean and free from deleterious substances
2-2. NONSHRINKING GROUT. Nonshrinking grout shall be furnished factory
premixed so that only water is added at the jobsite.
(Carlsbad Water)
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PART 3 - EXECUTION
3-1. PREPARATION. The concrete foundation to receive nonshrinking grout
shall be saturated with water for at least 12 hours preceding grouting unless
additional time is required by the grout manufacturer.
3-2. INSTALLATION.
3-2.01. m. Grout shall be mixed in a mechanical mixer. NO more water
shall be used than is necessary to produce a flowable grout.
3-2.02. Placement. Unless otherwise specified or indicated on the drawings,
grout under baseplates shall be 1-1/2 inches (38 mm] thick. Grout shall be
placed in strict accordance with the directions of the manufacturer so that all
spaces and cavities below the baseplates are completely filled without voids.
Forms shall be provided where structural components of baseplates will not
confine the grout.
3-2.03. Edqe Finishing. In all locations where the edge of the grout will be
exposed to view, the grout shall be finished smooth after it has reached its initial
set. Except where shown to be finished on a slope, the edges of grout shall be
cut off flush at the baseplate.
3-2.04. Curinq. Nonshrinking grout shall be protected against rapid loss of
moisture by covering with wet cloths or polyethylene sheets. After edge finishing
is completed, the grout shall be wet cured for at least 3 days and then an
acceptable membrane curing compound shall be applied.
End of Section
(Carlsbad Water)
(Recycling Facility)
03600 -2-
Section 03710
CONCRETE CRACK REPAIR
PART 1 - GENERAL
1-1. SCOPE. This section covers the repair of concrete and shotcrete cracks
and joints.
The Work covered by this section includes, but is not limited to, the following:
a. Sealing of all cracks and crack networks that are wider than a
minimum thickness of 10 mils (0.01 inch).
b. Sealing of construction and movement joints that require repair.
c. If a liquid-containing structure fails the leakage test,
CONTRACTOR shall make repairs to the structure to stop all
leaks. Repairs shall include all repairs necessary to achieve an
acceptable leakage test.
1-2. SUBMITTALS. Specifications and data covering physical properties,
mixtures, application procedures, and curing procedures of the materials
proposed shall be submitted in accordance with the submittals section.
Submittals shall include the approvals from the material manufacturer.
1-3. QUALITY ASSURANCE
1-3.01. Manufacturer's Field Services. The material manufacturer shall provide
engineering field services to review the project and the material application prior
to any preparation; to approve the applicator, the material used, and the
procedure to be used; to observe surface preparation; to approve surface
preparation; and to observe application. The field representative of the material
manufacturer shall submit, in writing through CONTRACTOR, approvals of
proposed material, application procedures, applicator, and surface preparation.
The field representative shall be an employee of the material manufacturer.
1-3.02. ADDlicator. The applicator shall submit through CONTRACTOR a
satisfactory experience record including references from previous application of
the specified materials to structures of similar design and complexity.
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1-4. DELIVERY, STORAGE, AND HANDLING. Shipping shall be in accordance
with the shipping section. Handling and storage shall be in accordance with the
handling and storage section.
PART 2 - PRODUCTS
2-1. PERFORMANCE AND DESIGN REQUIREMENTS. Unless otherwise
specified or authorized, repairs shall conform to the requirements specified
herein. Types of repairs not specified herein shall be as specified in other
sections, as indicated on the drawings, or, in the absence of any definite
requirement, as recommended by the manufacturer's representative and subject
to acceptance by ENGINEER. The following types of repairs shall be performed
as required.
2-1.01. Pressure-lniected EDOW Resin. Pressure-injected epoxy resin shall be
used to seal cracks, construction joints, and other repairs in concrete and
shotcrete structures as required or as directed by ENGINEER.
2-1.02. Pressure-lniected Foam Resin. Pressure-injected foam resin shall be
used to seal joints and cracks in concrete and shotcrete structures that will have
movement as required or as directed by ENGINEER.
2-1.03. Crack Sealant. Crack sealant shall be used to seal cracks in structures
prior to pressure injection of resin.
2-2. ACCEPTABLE PRODUCTS. Repair productslmaterials shall be
manufactured by the companies specified herein. Equivalent products of other
manufacturers regularly producing high quality concrete repair productslmaterials
and providing engineering field services may be furnished subject to review and
acceptance by ENGINEER.
2-3. MATERIALS. All materials shall be as specified or as recommended by the
manufacturer for temperature and moisture conditions encountered.
Pressure-Injected Epoxy ASTM C881, Type IV, moisture insensitive,
Resin maximum viscosity 350 cps at 77°F. Sika
"Sikadur 52", Master Builders "Concresive
1380". PolySpec "TuffRez 107", Prime Resins
"Prime Rez 1000".
Pressure-Injected Foam Sika "SikaFix HH", DeNeef "HA Sealfoam", or
Resin 3M "ScotchSeal 5600".
Foam Resin Accelerator As recommended by foam resin
manufacturer.
(Carlsbad Water) (Recycling Facility) 0371 0
-2 -
Crack Sealant Master Builders "Concresive Paste LPL". Sika
"Sikadur Hi-Mod Gel", or PolySpec "TuffRez
106", moisture insensitive.
Epoxy Bonding Agent Master Builders "Concresive Liquid LPL". Sika
"Sikadur Hi-Mod Adhesive", or PolySpec
"TuffRez IOI", moisture insensitive.
Water Clean and free from deleterious substances
PART 3 - EXECUTION
3-1. INSPECTION. Prior to the placement of the repair materials, the crack to
be repaired shall be inspected by the material manufacturer to assure that
preparation and conditions are correct for the type of repair and the
producffmaterial being used as specified herein.
3-2. PREPARATION. All cracks and surfaces around the cracks shall be free of
objectionable substances and shall conform to the requirements of the material
manufacturer. Concrete and shotcrete to be repaired shall be cleaned by
methods acceptable to the material manufacturer so that the cracks are free of
dirt, oil, grease, laitance, and other foreign matter. All loose and deteriorated
existing concrete and shotcrete shall be removed down to sound materials. All
concrete and shotcrete surfaces shall be checked for delamination to ensure that
all surfaces are sound. All edges shall be square cut to avoid feather edges.
Any other preparation recommended by the material manufacturer shall be
brought to ENGINEER'S attention and may be incorporated into the work if
acceptable to ENGINEER.
Concrete and shotcrete surfaces in the area of a crack to be repaired shall be
cleaned by wire brushing, blasting, or other acceptable methods.
Wall surfaces shall be sandblasted clean to expose crack networks and
construction joints. If there is active water seepage in the repair area, the
seepage shall be stopped as recommended by the injection material
manufacturer and as acceptable to ENGINEER. Injection ports shall be installed,
when recommended by the injection material manufacturer.
3-2.01. lniected EDOW Resin. Preparation for injected epoxy resin shall include
sealing the surface at the crack on both sides, when possib1e;with crack sealant
as recommended by the material manufacturer and as acceptable to ENGINEER
for the pressure injection work. Injection ports for epoxy resin shall penetrate
through the crack sealant into the cracks at spacings recommended by the
material manufacturer.
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03710
-3-
3-2.02. lniected Foam Resin. Preparation for injected foam resin shall include
drilling offset injection holes at an angle that will intersect the crack, joint, or crack
network at approximately one-half the thickness of the concrete or shotcrete up
to a thickness of 36 inches. Spacing of injection ports shall be determined as
recommended by the injection material manufacturer and as acceptable to
ENGINEER. When the injection material manufacturer certifies;ln wrlting, that
spacing of injection ports and installation procedures are acceptable, the injection
ports may be installed directly into the crack, subject to review by ENGINEER.
3-3. APPLICATION. Concrete and shotcrete repair work shall be performed in
accordance with the following requirements.
3-3.01, Crack Sealant. Crack sealant shall be trowel-applied to a minimum dried
thickness of 118 inch. The concrete surface where the sealant is applied shall be
smooth, uniform, and free from irregularities. Crack sealant shall be removed
after the injection of resin is completed whenever the sealant will be visible after
completion of the work.
3-3.02. Pressure-Injected Resin. The injected areas shall be prepared as
specified and as recommended by the manufacturer. Pressure-injected resin
shall be suitable for penetration of joints, cracks, and crack networks 2 mils
(0.002 inch) wide and larger.
After the joints and cracks are prepared and before the injection of the resin, the
joints shall be flushed with water. The water flush shall be terminated when the
turbidity of the expelled water is equal to that of the flush water.
The pumping equipment used for the pressure injection of resin shall have
pressure metering. Written procedures for use and quality control of the injection
equipment shall be furnished to ENGINEER for review and acceptance. The
pump shall be electric. The material and process used for the pressure injection
of the resin shall have been in use a minimum of 5 years.
The joints and crack networks shall have a minimum of 90 percent penetration of
resin into the joint or crack network. Core samples may be taken at
ENGINEER'S discretion.
3-3.02.01. EDOXV Resin. Epoxy resin shall be injected into the structure in
accordance with the material manufacturer's recommendations and as
acceptable to ENGINEER. Epoxy resin shall be injected until the resin appears
at the next port.
3-3.02.02. Foam Resin. Foam resin shall be premixed and injected into the
structure in accordance with the material manufacturer's recommendations and
as acceptable to ENGINEER. Foam resin shall be injected into the structure until
the resin appears at the next injection port.
(Carlsbad Water) (Recycling Facility) 0371 0
-4 -
Surfaces of cracks and joints may need to be sealed with crack sealant.
3-3.03. Cold Weather. When ambient temperatures below 40°F are expected
during the curing period, the repair materials shall be maintained at a
temperature of at least 50°F for 14 days or 75°F for 7 days after placement.
Sudden cooling of the repair materials shall not be permitted.
3-4. PROTECTION. Post-placement curing and protection shall be as specified
herein and in accordance with the manufacturer's recommendations.
3-5. CLEANING. Work areas shall be cleaned each day in accordance with the
project requirements section. Upon completion of the final cleanup,
CONTRACTOR shall restore all areas affected by the grouting procedures to
their original condition, leaving no trace of material piles or other wasted
materials.
End of Section
(Carlsbad Water)
(Recycling Facility) 0371 0
-5-
Division 05
Metals
Section 05520
HANDRAILING, GUARDRAILING, AND LADDERS
Data Sheet
r BOCA and OSHA
r SBC and OSHA
Galvanized steel
Primed and painted steel
Acceptable rail manufacturers
(metal). E Moultrie "Wesrail"
E Universal "Uni-Rail" e Thompson "TUF Rail System"
E Julius Blum & Co "Connectorail"
Other
When "Other is selected, indicate
additional manufacturers.
As specified without exception. c Yes
r Alternatives may be proposed
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-1-
Acceptable rail manufacturers
(fiberglass). and Systems"
Fibergrate "FRP Safety Handrails
C Strongwell Company
IT "Safrail"
Other
additional manufacturers.
When "Other is selected, indicate
As specified without exception. r Yes
r Alternatives may be proposed
Acceptable ladder system
manufacturers. F Alaco "Series 500"
I7 Thompson "TUF Ladder
c Other - When "Other is selected, indicate
additional manufacturers.
As specified without exception. Yes
I I Alternatives mav be Drooosed I I
IC Other
bhen "Other is selected, indicate I I
bdditional alternatives..
(Carlsbad Water)
(Recycling Facility) 05520
-2-
Section 05520
HANDRAILING, GUARDRAILING, AND LADDERS
PART 1 - GENERAL
1-1. SCOPE. This section covers the fabrication and installation of handrailing,
guardrailing, and ladders fabricated from metal or fiberglass shapes. Ornamental
railing systems, metal stairs, concrete and masonry anchorage systems, and
structural and miscellaneous metal are covered in other sections.
1-2. GENERAL. Fabricated items which are indicated on the drawings but not
mentioned specifically herein shall be fabricated in accordance with the
applicable requirements of this section.
1-3. SUBMITTALS. Complete data, detailed drawings, and setting or erection
drawings covering all materials shall be submitted in accordance with the
submittals section. Each separate piece shall be marked. Drawings and
submittals shall be sealed by a professional engineer registered in the state of
the project.
Data shall be submitted to certify that all railings and ladders meet all applicable
requirements of the codes as required and the project specifications and
drawings. ENGINEER may request copies of all supporting calculations.
1-3.01. Samples. Samples shall be submitted to indicate finishes. Samples of
each type of fitting required to complete the installation shall also be submitted.
1-3.02. m. Where color selections are required, color charts shall be
submitted showing the full range of available colors. Procedures for selecting
colors shall be as indicated in the submittals section.
1-4. DELIVERY, STORAGE, AND HANDLING. Materials shall be handled,
transported, and delivered in a manner which will prevent bends, dents, coating
damage, or corrosion. Damaged materials shall be prom,ptly replaced. Materials
shall be stored on blocking so that no material touches the ground and water
cannot collect thereon. The material shall be protected against bending under its
own weight or superimposed loads.
PART 2 - PRODUCTS
2-1. GENERAL. Handrailing and guardrailing products of like materials shall be
from a single supplier and the installed systems shall have a uniform appearance
(Carlsbad Water)
(Recycling Facility) 05520 -3-
throughout the project. Ladders may be from another supplier. Unless indicated
otherwise on the drawings, ladders in proximity with guardrailing shall be of the
same material, style, and finish as the guardrailing.
Railing shall be furnished in the configurations indicated on the drawings. For
metal railing systems, at CONTRACTORS option, handrailing and guardrailing
shall be either shop fabricated welded systems or prefabricated nonwelded
systems designed for field assembly. Either system shall meet the requirements
specified herein. Handrailing and guardrailing systems shall be a product of a
company normally engaged in the manufacture of pipe railings and as required.
Welded railing systems shall be fabricated from pipe and accessories by metal
fabricators experienced in designing and fabricating welded guardrailing.
Metal ladders shall be designed and shop fabricated by a company normally
engaged in the manufacturer of ladders and as required. All ladders shall meet
the requirements specified herein and shall comply with OSHA and UBC
standards.
Fiberglass railing systems and ladders shall be designed and shop fabricated by
a company normally engaged in the manufacturer of such systems and as
required.
CONTRACTOR shall demonstrate that railing systems from alternative suppliers
satisfy the requirements of this specification and the drawings.
2-2. PERFORMANCE AND DESIGN REQUIREMENTS.
2-2.01. Railinq Svstem Desian Criteria. All railing systems shall be designed
and fabricated in compliance with the most stringent requirements of the
applicable local building code, OSHA 29 CFR Part 1926 Subpart R, and all other
pertinent OSHA regulations and local safety regulations. Handrails for
handicapped accessible areas, if required, shall comply with the requirements of
the local building code, ANSI 117.1 Uniform Federal Accessibility Standards, and
the accessibility standards of the Americans with Disabilities Act. In case of
conflicting requirements the more stringent requirements shall be applicable.
At a minimum, guardrailings shall be designed to withstand a uniform horizontal
load of 50 Ibs per foot with a simultaneous vertical load of 100 Ibs per foot
applied to the top rail. Handrailing and stair railing shall be designed to withstand
a uniform horizontal load of 50 Ibs per foot applied to the top rail. In addition,
guardrailing, handrailing, and stair railing shall be designed to withstand a
concentrated load of 200 Ibs applied in any direction, at any point on the railing
system. The 200 Ib concentrated load need not be applied simultaneously with
the 50 Ibs per foot uniform horizontal load.
(Carlsbad Water)
(Recycling Facility)
05520
-4-
2-2.02. Handrails, Aluminum handrailings shall be fabricated from 1-112 inch ID
pipe. Fiberglass handrailing shall be fabricated from 1-314 inch fiberglass
reinforced pultruded square tube.
2-2.03. Guardrails. Aluminum guardrailings shall be fabricated from 1-112 inch
ID pipe. Fiberglass guardrailing shall be fabricated from 1-3/4 inch fiberglass
reinforced pultruded square tube.
2-2.04. Pickets. Steel and aluminum pickets shall be fabricated from 3/4 inch ID
pipe. Fiberglass pickets shall be fabricated from 3/4 inch fiberglass reinforced
pultruded square tube.
2-2.05. Kickdate. Kickplates shall be 4 inches high and shall be fabricated from
similar materials as the railing. Kickplates shall clear the walking surface by
1/4 inch.
2-2.06. Fasteners, All fasteners used for connections with prefabricated
aluminum or steel railings shall be stainless steel. Pipe rails shall be fastened to
fittings with through bolts or flush set screws. Glued or pop riveted connections
are not permitted. Fastener details shall be indicated on the submittal drawings.
Epoxy bonded connections shall be utilized for connecting fiberglass railings in
accordance with the manufacturer’s standard details. Fasteners used for
alignment or for connection to dissimilar materials shall be stainless steel.
Fastener details shall be indicated on the submittal drawings.
2-2.07. Connections. All angles, offsets, or other changes in alignment in
welded pipe railings shall be made with railing ells and welded connectors as
specified. Field joints shall be made with a splice-lock connector which shall
provide a firm, permanent connection. The connector shall mechanically draw
the railing sections together to form tight, hairline joint.
All fittings and connections in prefabricated and fiberglass railing systems shall
be as specified and as recommended by the railing manufacturer.
2-2.08. Guardina of ODeninas. Openings in railing shall be guarded by self-
closing gates in accordance with OSHA 1910.23. Safety chains shall not be
used unless required or specifically indicated on the drawings.
2-2.09. Confiauration. All guardrailing and handrailing shall conform to the
configurations and arrangements shown on the drawings. Removable handrail
sections shall be so designed that each section has at least two, but not more
than three posts. Maximum spacing for posts shall be 6 feet for metal railings
and 5 feet for aluminum and fiberglass railings.
(Carlsbad Water) (Recycling Facility) 05520 -5-
Guardrailing in outdoor locations shall have slip joints at least every 60 feet and
at all concrete expansion joints to permit expansion and contraction. The gap at
each slip joint shall be not less than 1/4 inch.
2-2.10. Mountina to Structure. Handrailing and guardrailing shall be mounted to
structures as indicated on the drawings. If mounting details are not indicated,
guardrail posts shall be surface mounted with base flanges or side mount
brackets secured to concrete by stainless steel anchor bolts set in adhesive or
epoxy grout. In lieu of details, handrail shall be mounted with stainless steel
anchor bolts set in adhesive or epoxy grout: Bolt sizes and pattern shall be as
needed for the mounting device.
2-2.11. Ladders. Ladders shall be designed to meet the requirements of OSHA
and ANSI-A14.3. Ladders with climbing heights greater than 20 feet shall be
provided with cages or fall prevention devices as indicated on the drawings.
Rest platforms shall be provided to limit straight climbs to maximum 30 feet.
Ladders exiting through hatchways shall be furnished with extending ladder
safety posts.
Ladders shall be mounted to structures as indicated on the drawings. If
mounting details are not indicated, bracket connection bolts shall be stainless
steel bolted to structural steel or set in concrete or masonry with adhesive or
epoxy grout.
2-3. MATERIALS.
Aluminum Systems
Pipe Aluminum ASTM B429, Alloy 6061-T6,
Schedule 40.
Shapes and Plates Aluminum ASTM B308, Alloy 6061-T6 for
Shapes. ASTM B209, Alloy 6061-T6 for
Plates.
Fittings, Welded Angles, offsets, tees, ells, crosses, caps
for aluminum, ASTM 8429, Alloy
6063-T6, Schedule 40.
Fittings, Non-welded Manufacturer's standard component
fittings, extruded sections, ASTM 8221,
Alloy 6063-T5 or T6.
Assembly Bolts, Nuts, Stainless steel.
Washers, and Fasteners
(Carlsbad Water)
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-6-
Fiberglass Systems
Tube
Kickplate
Fiberglass reinforced pultruded square
tube, UV protected.
Fiberglass reinforced pultruded
corrugated plate, UV protected.
Fittings & Hardware Manufacturer standard component
fittings, AIS1 Type 316 stainless steel.
Steel Pipe Sleeves
Outer Sleeves Black steel pipe, Schedule 40. Hot-dip
galvanized after fabrication.
Removable Post Inner PVC tube, Schedule 40.
Sleeves
Plastic Pipe Sleeves PVC tube, Schedule 40.
Post Setting Cement Minwax "Super Por-Rok Cement" or
Master Builders Set Products Division
"Set 45".
Ladder Fall Prevention Devices OHSA approved fall prevention device
with harness.
Anchor Bolts to Prime Painted ASTM High Strength bolts, nuts, and Steel washers in accordance with the structural
and miscellaneous metals section.
Anchor Bolts to Masonry Stainless steel adhesive anchors in
accordance with the anchorage in
concrete and masonry section.
Shop Coatings
Universal Primer Ameron "Amercoat.385 Epoxy", Carboline
"Carboguard 888 Primer", or Tnemec
"Series N27 S.T. Typoxy."
Red Oxide Primer SSPC 15, Type 1, or Fed Spec l7-P-636.
Epoxy Enamel Gray; Ameron "Amerlock 400 High-Solids
Epoxy Coating", Carboline "Carbogaurd
891", or Tnemec "Series N140 Pota-Pox
(Carlsbad Water)
(Recycling Facility) 05520
-7-
Plus".
Asphalt Varnish Fed Spec TT-'2-494.
Anodic Finish AA-MIOC22A41, clear unless otherwise
required.
Galvanizing ASTM A123, Al53, A385.
Where galvanized bolts are indicated on the drawings or specified, the use of
zinc-plated bolts will not be acceptable.
2-4. FABRICATION. Unless otherwise indicated on the drawings, all railings
provided under this section shall be of the same type and design. Aluminum
railings or fiberglass railings shall be provided as indicated or designated on the
drawings.
2-4.01. Metal Railinqs. Metal railings shall be smooth, with all projecting joints
and sharp corners ground smooth. Welded joints shall be flush type. Members
shall be neatly coped and continuously welded or mechanically connected at all
junctions. Top rails shall run continuously over posts. All rails and posts shall be
in the same plane and shall not be offset. All welding shall be done neatly and
substantially by a process (e.g., TIG or MIG) producing a smooth weld. All weld
spatter and burrs shall be removed, and all welds shall be thoroughly brushed
with a stainless steel power wire brush.
Handrail posts 10 feet high made from 3 inch pipe shall be provided as standards
for lighting fixtures at the locations indicated on the electrical drawings. Each
lighting standard shall have a reducer and 6 inches of unthreaded, reamed
2-112 inch pipe at the top. Lighting standards shall be constructed of the same
material and shall have the same exterior finish as adjacent handrail posts.
2-4.02. Fiberalass Railinas. Fiberglass handrails and guardrails shall be
fabricated into finished sections of the configurations indicated on the drawings
by fabricating and joining fiberglass tube shapes using molded connectors and
pultruded components epoxy bonded and connected as recommended by the
railing manufacturer. Where kickplates are indicated, the kickplates shall be
attached to the railing posts with stainless steel or nylon fasteners. Top rails
shall run continuously over posts. All rails and posts shall be in the same plane
and shall not be offset.
24.03. Guardinq of Openinas. Openings in railing shall be guarded by self
closing gates unless safety chain is specifically required or indicated on the
drawings. Self closing gates shall be fabricated of the same materials with the
same finish as the guardrailing. The closure device shall be Manufacturer's
standard.
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At locations specifically indicated on the drawings, a safety chain fabricated of
1/4 inch stainless steel shall be provided across openings in the railing. The
chain shall be fastened to one railing post by a stainless steel eyebolt, and shall
engage a similar eyebolt on the opposite post by means of a 2-1/2 inch
heavy-duty, stainless steel harness snap. The chain length shall be as needed
by the width of the opening.
2-4.04. Sleeves. When indicated on the drawings, sleeves for fixed handrail
posts shall be fabricated from Schedule 40 PVC pipe or from Schedule 40 black
steel pipe hot-dip galvanized after fabrication. Sleeves shall provide at least
1/4 inch clearance all around each post and shall be 5 inches long unless
otherwise indicated on the drawings.
When indicated on the drawings, sleeves for removable posts shall have an outer
and inner sleeve. The outer sleeve shall be fabricated from Schedule 40 black
steel pipe and shall be hot-dip galvanized after fabrication. The inner sleeve
shall be Schedule 40 PVC pipe.
2-4.05. Ladders. Ladders, safety cages or climbing devices, and rest platforms
shall be provided as indicated on the drawings. Ladders shall be fabricated of
material as indicated on the drawings with general configurations as indicated on
the drawings. All necessary brackets, bolts, and anchors shall be provided for
installing the ladders.
2-5. COATING.
2-5.01. Aluminum. All surfaces of aluminum which will be in contact with
concrete, mortar, or dissimilar metals shall be given a coat of epoxy enamel.
All aluminum railings shall be provided with a clear anodic finish.
2-5.02. Fibercrlass. All fiberglass materials shall be shop coated for UV
protection. Railing color shall be as required.
PART 3 - EXECUTION
3-1. GENERAL. Handrailing, guardrailing, and ladders shall be erected and
installed in conformity with dimensions, and arrangements specified or indicated
on the drawings. All members and parts, as erected, shall be free of winds,
warps, local deformations, and unauthorized bends.
Before assembly, surfaces to be in contact with each other shall be thoroughly
cleaned. All parts shall be assembled accurately as indicated on the drawings.
Light drifting will be permitted to draw parts together, but drifting to match unfair
holes will not be permitted. Any enlargement of holes necessary to make
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05520
-9-
connections in the field shall be done only with the approval of ENGINEER by
reaming with twist drills. Enlarging holes by burning will not be permitted.
All materials shall be erected in compliance with OSHA 29 CFR Part 1926,
Subpart R, and in compliance with all other applicable OSHA and local safety
regulations.
3-2. INSTALLATION. When railings and ladders are assembled, all posts shall
be plumb and longitudinal members shall be parallel with each other and with the
floor surface or slope of stairs. In any section or run of railing, the center lines of
all members shall be in true alignment, positioned in the same vertical plane. All
posts in fixed handrail sections and all ladders shall be rigidly attached to the
supporting structure.
3-2.01. Attachment to Concrete. Posts shall be attached to concrete structures
as indicated on the drawings. If sleeves are indicated, they shall be rigidly
supported in accurate alignment in the forms and shall be positioned vertically so
that the top of each sleeve is approximately 1/2 inch below the finished concrete
surface. The position of all sleeves shall be carefully measured before railings
are fabricated. When the railing is set, the posts shall be wedged in accurate
alignment, and the annular space between the posts and sleeves shall be filled
with handrail-setting cement to the top of the steel sleeve. Filling of the
remaining space with sealant, as indicated on the drawings, is covered in the
caulking section.
Base flanges and side-mount brackets shall be installed with minimal disturbance
to the reinforcing steel. Bolts shall be stainless steel set in adhesive or epoxy
grout as indicated in the anchorage in concrete and masonry section.
Ladders and appurtenances shall be installed as indicated on the drawings.
Firm, secure anchorage shall be provided to the supporting structure. Ladder
rails intersecting guardrailing shall be configured to provide an aesthetically
pleasing transition, although ladder rails need not be physically attached to the
guardrailing. There shall be no gaps between ladder rails and adjacent
guardrailing that would allow passage of a sphere greater than 4 inches in
diameter. Railing gaps at ladders shall be protected by self-closing gates, unless
safety chains are required or specifically indicated on the drawings.
3-2.02. Attachment to Steel or Aluminum. Where attached to steel or aluminum
shapes, as indicated, attachments shall be made with flanges or with other
special attachments or anchorages as detailed on the drawings.
3-2.03. Removable Attachments. For the removable guardrail sections in
embedded sleeves, inner sleeves shall be set in outer sleeves in the same
manner as specified herein for the setting of fixed posts. Particular care shall be
taken to ensure that the inner sleeves are accurately spaced and plumbed, so
(Carlsbad Water) (Recycling Facility) 05520
-1 0-
that the handrail sections, when set in position, will stand in proper alignment and
will be removable without binding.
Removable guardrail sections with base flanges or side mount brackets shall be
secured in the bases with removable screws.
3-2.04. Wall Mounted Handrailing. Suitable wall brackets shall be provided
where shown or required. Wall brackets shall be securely anchored to walls with
stainless steel bolts set in adhesive or epoxy grout as indicated in the anchorage
in concrete and masonry section. Expansion anchors shall not be used unless
specifically indicated on the drawings.
3-2.05. Expansion Control. Guardrails in outdoor locations shall have slip joints
at least every 60 feet and at all concrete expansion joints to permit expansion
and contraction. The gap at each slip joint shall be not less than 114 inch.
3-2.06. Connections. Welding connectors and splice locks shall be installed in
accordance with the manufacturer's recommendations. Other methods of
making connections and changes in alignment will be considered, provided
complete information covering the proposed method is submitted to ENGINEER
for review.
3-2.07. Alianment. After installation, railings and ladders shall be checked for
final alignment, using a tightly drawn wire for reference. The maximum
misalignment tolerance for railings shall be 118 inch in 12 feet. Bent, deformed,
or otherwise damaged installations shall be replaced.
End of Section
(Carlsbad Water)
(Recycling Facility) 05520 -11-
Section 05530
GRATING AND TRENCH COVERS
PART 1 - GENERAL
1-1. SCOPE. This section covers the fabrication and installation of metal and
fiberglass grating and cast iron trench frames and covers.
See other sections of these specifications for metal support framing, metal
embedments and anchorage systems.
Fabricated items which are indicated on the drawings but not mentioned
specifically herein shall be fabricated in accordance with the applicable
requirements of this section.
1-2. GENERAL.
1-3. SUBMITTALS. Detailed fabrication and erection drawings covering the
grating shall be submitted in accordance with the submittals sections. Drawings
shall indicate locations of grating supports, profiles. thicknesses, lengths,
markings of panels, and fastening methods.
1-4. DELIVERY, STORAGE, AND HANDLING. Materials shall be handled,
transported, and delivered in a manner which will prevent bends, dents,
scratches, or damage of any kind. Damaged materials shall be promptly
replaced. Materials shall be stored off the ground.
PART 2 - PRODUCTS
2-1. PERFORMANCE AND DESIGN REQUIREMENTS.
2-1.01. Desian Criteria. Except as modified herein, the manufacture and
fabrication of metal grating shall comply with recommendations in the "Metal Bar
Grating Manual" of the National Association of Architectu'ral Metal Manufacturers
(NAAMM).
2-1.02. Carbon Steel Grating. Not Used
(Carlsbad Water)
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05530
-1-
2-1.03. Stainless Steel Grating. Stainless steel grating and trench covers shall be the pressure locked type. Bearing bars shall be at least 3/16 inch thick with
center-to-center spacing of 1-3/16 inch. Grating shall be a mill finish. Grating
depth shall be as indicated on the drawings. The ends of bearing bars need not
be banded unless required by the drawings.
2-1.04. Aluminum Grating. Aluminum grating shall be the pressure locked type,
with cross bars deformed or swaged to prevent turning. Bearing bars shall be at
least 3/16 inch thick flat stock or equivalent I-bars, with center-to-center spacing
of 1-3/16 inches. Grating shall be a mill finish. Cross bar center-to-center
spacing shall be 4 inches maximum. Grating depth shall be as indicated on the
drawings. The ends of bearing bars need not be banded unless required by the
drawings.
2-1.05. Fiberqlass Gratinq. Fiberglass grating trench covers shall be fiberglass
reinforced, pultruded type unless indicated on the drawings to be molded type.
All fabrications shall have a UV barrier coating. Grating depth shall be as
indicated on the drawings. Walking surfaces of pultruded grating shall have a
cast-in grit finish. Walking surface of molded grating shall have a concave or
cast-in-grit finish. The ends of bearing bars shall be banded in accordance with
the manufacturer's standard details.
2-1.06. Cast Iron Trench Frame and Cover. Cast iron trench frames and covers
shall be cast iron assemblies fabricated by the same manufacturer and
specifically intended as covers for trench drains in concrete slabs or mats.
Manufacturer, product number, and grate type shall be as indicated on the
drawings.
2-2. MATERIALS.
Stainless Steel Grating
Aluminum Grating
Trench Frame and Cover
Fiberglass Grating
(Carlsbad Water)
(Recycling Facility)
NAAMM MBG 531 ASTM A167, Type 304,
304L, 316, or 316L alloy, rectangular, pressure
locked; mill finish.
NAAMM MBG 531, ASTM B221,6063-T6 or
6061-T6 alloy, pressure or swage locked, mill
finish
Gray cast iron, ASTM A48
ASTM E-84, D635
05530
-2-
Molded Type
Pultruded Type
Grating Stair Treads
Grating Fasteners
Clips, Bolts, Nuts, Washers
Welded Threaded Steel
Studs
Stepped Locking Fasteners
Fiberglass Grating Support
Legs
Fiberglass Curb Angle
IKG Borden "Corgrate Molded SM", Fibergrate
Corporation molded grating, Strongwell
"Duragrate", Seasafe "Gator-Grate".
IKG Borden "Corgrate FI" (flush top),
Fibergrate "Safe-T-Span", Strongwell
"Duradek", Seasafe "Gator-Deck".
Grating stair treads shall match the material
and finish of grating in adjacent platforms and
floors. Treads shall have a permanantly
attached or integral non-skid nosing.
Manufacturer standard fasteners
AIS1 Type 316 stainless steel
ASTM A108 fully threaded studs automatically
welded with compatible nuts and washers;
TRW Nelson Type CFL or acceptable equal.
Non-penetrating, non-welded mechanical
fasteners, with stainless steel clips and bolts,
galvanized cast iron body; Lindaptor "Grate-
Fast" or Grating Specialty Co. "G-Clip".
Adjustable fiberglass legs specifically designed
to support elevated molded fiberglass grating;
Fibergrate Corporation "Grating Legs" or
Strongwall Corporation "Elevated Floor
System".
Fiberglass trim angle with integral concrete
anchorage; Fibergrate Corporation trim angle.
2-3. FABRICATION. Grating panels shall be arranged so that openings are
centered on a joint between panels. Toeplates extending the full depth of the
grating and 4 inches above the top shall be provided around openings and on the
open sides of stairway landings, overhead platforms, overhead walkways, and
other locations indicated on the drawings. Bands and toeplates shall be
3/16 inch thick minimum. Toeplates shall be welded to each bearing bar as
applicable or mechanically attached to the handrail posts. Bands shall be welded
to the first, the last, and every fourth intermediate bar. Cross bars shall be cut off
flush with the outside face of side bars.
(Carlsbad Water) (Recycling Facility) 05530 -3-
All angular, circular, re-entrant, and other cuts in aluminum and fiberglass grating
shall be sawed or sheared. All fiberglass grating which requires cutting shall
have the affected surfaces sealed with catalyzed resin sealant of equal or
superior corrosion resistance to the grating. Any protective coating damaged by
sawing or cutting shall be fully restored.
Angular, circular, and re-entrant cuts in steel grating may be made by flame
cutting. All other cuts in steel grating shall be sawed or sheared. Cuts shall be
clean and smooth, without fins, beads, or other projections.
Grating shall be fabricated in panels that can be easily handled by plant
personnel. Unless otherwise indicated on the drawings, the weight of individual
panels shall not exceed 150 Ibs. Panels shall be within *3/16 inch of authorized
length and -1118 inch of authorized width, and shall have a maximum difference in
length of opposite diagonals of 1/4 inch. The spacing of bearing bars shall be
within 1/32 inch of authorized spacing. Cross bars and edge bars of adjacent
panels shall align. After installation, there shall be not more than 114 inch
clearance between panels. All bearing bars shall be parallel. Bands and
toeplates shall align within 1/8 inch tolerance, vertical and horizontal.
Steel frames anchored to or cast in concrete to support grating shall be stainless
steel or hot-dip galvanized after fabrication. Fiberglass curb angles, if required,
shall be as specified. The anchorage of fiberglass curb angles shall consist of
intermittant embedded shapes or interlocking deformations on the back side of
the angle. Embedment details utilizing a continuous shape which would interfere
with the placement of concrete beneath the angle shall not be permitted.
Trench frames and covers shall be fabricated of cast iron in standard
configurations as illustrated in the manufacturer's product literature. The frames
and covers shall be specifically designed to fit together. Frames and covers
subjected to wheel loads shall be heavy duty rated unless specifically indicated
otherwise on the drawings.
Cast iron trench covers shall be attached as indicated on the drawings
2-4. SHOP COATING. Finish painting of grating, if required, is covered in the
protective coatings section.
2-4.01. Galvanizing. All galvanizing shall be done by the hot-dip process after
fabrication, in conformity with the requirements of ASTM A123, A153, and A385.
Where galvanized bolts are indicated on the drawings or specified, the use of
zinc-plated bolts will not be acceptable.
(Carlsbad Water)
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05530
-4-
2-4.02. Aluminum. All surfaces of aluminum which will be in contact with
concrete, mortar, or dissimilar metals shall be given a coat of epoxy enamel on
the contact surfaces.
2-4.03. Fibercrlass. All fiberglass grating shall be coated with a UV barrier. Field
cut edges shall be sealed with catalyzed resin sealant of equal or superior
corrosion resistance to the grating or as specified by the manufacturer. Sufficient
quantities of edge repair coating shall be supplied with the grating.
2-4.04. Cast Iron. Cast iron fabrications shall not be painted.
PART 3 - EXECUTION
3-1. GENERAL. All materials shall be erected in compliance with OSHA 29 CFR
Subpart R, and in compliance with all other applicable OSHA and local safety
regulations.
All grating shall lie flat, with no tendency to rock when installed. Poorly fitting or
damaged grating shall be rejected. Grating openings may be field cut with the
approval of ENGINEER, provided that no more than four adjacent bearing bars
are cut. If the grating is cut or modified in the field, affected surfaces shall be
repaired or sealed to assure restoration of the corrosion resistance of the grating.
Field cut openings must be spaced so that there are at least as many continuous
bars between each opening as there are cut bars at the opening.
3-2. ATTACHMENTS TO SUPPORTING STRUCTURE. Grating shall be
attached to the supporting structure as required, and in accordance with the
grating manufacturer's recommendations and submittals. All grating supported
on steel, aluminum, or fiberglass structures shall be attached. Single span
grating over flumes, manholes, pits, or other openings in concrete floors may rest
unattached in recesses constructed for that purpose. To preclude excessive
accumulation of tolerances, an extra-long panel shall be provided for each
unanchored grating cover that exceeds 20 feet in length. The panel shall be cut
to the required dimension after the remainder of the grating panels have been
installed. Cast iron trench covers shall be attached as indicated on the drawings
and in the manufacturer's submittals.
3-2.01. Prime Painted Steel SUDDO~~S. Unless otherwise required or indicated
on the drawings, clip or flange block fasteners or stepped locking fasteners shall
be used to attach grating to prime painted steel supports. Clip fasteners shall be
secured to the supporting steel with through bolts in drilled holes. Through bolts
shall be stainless or galvanized steel. Fusion welded threaded studs may be
utilized if the primer is removed before welding or if a suitable weldable primer is
used. Welded studs shall be cleaned and prime painted to match the support
steel prior to finish painting.
(C-arlsbad Water)
(Recycling Facility) 05530
-5-
3-2.02. Galvanized Steel Supports. Unless otherwise indicated on the drawings,
stepped locking fasteners shall be used to attach grating to galvanized steel
supports. The galvanized coating shall not be damaged.
3-2.03. Stainless Steel, Aluminum, and Fiberslass Supports. Unless indicated
otherwise on the drawings, clip or flange block fasteners or stepped locking
fasteners shall be used to attach grating to stainless steel, aluminum, or
fiberglass supports. Fasteners shall be secured to the supporting structure with
stainless steel through bolts in drilled holes. Welded fasteners shall not be used.
3-3. FINISH TOUCHUP. After erection, all grating and trench covers shall be
cleaned. Damaged coatings shall be touched up in accordance with the grating
manufacturer's recommendations to fully restore the corrosion resistance
provided to the underlying metal. Cut ends of fiberglass grating pieces shall be
sealed with catalyzed resin sealant of equal or superior corrosion resistance to
the grating itself or repaired in accordance with the manufacturer's
recommendations to assure full undamaged performance. Any protective
coating damaged shall be fully restored after erection is complete.
End of Section
(Carlsbad Water)
(Recycling Facility)
05530
-6-
Section 05550
ANCHORAGE IN CONCRETE AND MASONRY
PART 1 - GENERAL
1-1. SCOPE. This section cove= the procurement and installation of anchors in
concrete and masonry for structural applications. It includes cast-in-place anchor
bolts, adhesive and chemically grouted anchors, expansion anchors, and epoxy
grouted anchor bolts and reinforcing steel to be installed in concrete and
masonry.
When this section is referenced by any equipment section, anchorage for that
equipment, including anchors and anchor bolts, shall be as specified herein.
1-2. GENERAL. Unless otherwise specified or indicated on the drawings all
anchors and anchor bolts shall be cast-in-place anchor bolts with forged heads or
embedded nuts and washers. Unless otherwise indicated bolts in concrete shall
have a diameter of at least 314 inch, and bolts in grouted masonry shall have a
diameter of at least 112 inch.
Unless otherwise indicated on the drawings, anchors and anchor bolts used in
the following locations and applications shall be of the indicated materials. Other
anchors and anchor bolts shall be as indicated on the drawings.
Cast-In-Place Anchor Bolts
Submerged Locations Stainless Steel
Locations Subject to Splashing Stainless Steel
Buried Locations Stainless Steel
Anchorage of Structural Steel Columns Galvanized Steel
Other Exterior Locations Galvanized Steel
Other Interior Locations Carbon Steel
Threaded Rod and Expansion Anchors
Submerged Locations
Locations Subject to Splashing
Stainless Steel
Stainless Steel
(Carlsbad Water)
(Recycling Facility)
05550
-1-
Buried Locations Stainless Steel
Anchorage of Structural Steel Columns Stainless Steel
Other Exterior Locations Stainless Steel
Other Interior Locations Carbon Steel
Adhesive anchors and expansion anchors may be used instead of cast-in-place
anchors where specifically indicated or permitted on the drawings or with the
specific acceptance by ENGINEER.
1-3. SUBMITTALS. Letters of certification indicating the manufacturer and
types of adhesive and chemically grouted anchors, expansion anchors, and
epoxy grouts to be supplied shall be submitted in accordance with the submittals
section. All anchorage products and systems used shall have a current product
report on file with ICBO.
1-4. DELIVERY, STORAGE. AND HANDLING. Materials shall be handled,
transported, and delivered in a manner which will prevent damage or corrosion.
Damaged materials shall be promptly replaced. Materials shall be shipped and
stored in original manufacturer’s packaging.
PART 2 - PRODUCTS
2-1. MATERIALS. Materials shall be as indicated below.
Expansion Anchors
Reinforcing Bars
Reinforcing Bars, weldable
Anchor Bolts and Nuts
Carbon Steel
Stainless Steel
Galvanized Steel
Hilti “Kwik-Bolt 11”; ITW RamseffRed
Head “Trubolt Wedge Anchor”;
Powers Raw1 “Rawl-Stud Anchor”.
ASTM A615, Grade 60, deformed.
ASTM A706, Grade 60, deformed.
ASTM A307 or ASTM A36, with
compatible nuts.
Bolts, ASTM F593, Type 316;
nuts, ASTM F594, Type 316
Carbon steel bolts and nuts; hot-dip
galvanized, ASTM A153 and A385.
(Carlsbad Water)
(Recycling Facility) 05550 -2-
Flat Washers
Threaded Rod Anchors and Nuts
Carbon Steel
Stainless Steel
Galvanized Steel
Adhesive and Chemically Grouted
Anchors for Concrete and Grout
Filled Masonry
Threaded Rods and Nuts
Adhesive
Epoxy Grout for Reinforcing Bars,
Threaded Rod Anchors, and
Anchor Bolts
Adhesive
For Floors and
Horizontal Surfaces
For Vertical Surfaces
and Overhead
Applications
Aggregate
Water
ANSI 518.22.1; of the same material
as anchor bolts and nuts.
ASTM A36, with compatible nuts.
Rods, ASTM F593, Type 316;
nuts, ASTM F594, Type 316.
Carbon steel rods and nuts; hot-dip
galvanized, ASTM A153 and A385
As specified for Threaded Rod
Anchors and Nuts.
Hilti “HIT HY 150” System; ITW
RamsetlRedhead ”Epcon Ceramic 6”
System; or Power Raw1 “Power Fast
Epoxy Injection Gel” System.
Sika “Sikadur 35, Hi-Mod LV“;
ChemRex “Concresive Liquid LPL”;
Sika “Sikadur 32 Hi-Mod”.
Sika “Sikadur 31 Hi-Mod Gel”.
Adhesive and Chemically Grouted
Anchors for Hollow Masonry
(Carlsbad Water)
(Recycling Facility) 05550 -3-
As recommended by the epoxy grout
manufacturer.
Clean and free from deleterious
substances.
System
Threaded Rod Anchors and As specified for Threaded Rod
Nuts Anchors and Nuts.
Adhesive
Screen Tubes
Hilti "HIT HY 20 System; ITW
RamsetlRedhead "Epcon Ceramic 6"
System; or Power Raw1 "Power Fast
Epoxy Injection Gel" System.
As recommended by the
manufacturer.
2-2. ANCHORS,
2-2.01, Cast-in-Place Anchor Bolts. Cast-in-place anchor bolts shall be
delivered in time to permit setting before the structural concrete is placed.
Anchor bolts shall be provided with sufficient threads to permit a nut to be
installed on the concrete side of the concrete form or the supporting template.
Two nuts, a jam nut, and a washer shall be furnished for cast-in-place anchor
bolts indicated on the drawings to have locknuts; two nuts and a washer shall be
furnished for cast-in-place anchor bolts without locknuts. Installation of anchor
bolts is covered in the cast-in-place concrete section.
2-2.02. Adhesive, Chemicallv Grouted. and Expansion Anchors. When
adhesive, chemically grouted, or expansion anchors are indicated on the
drawings, only acceptable systems shall be used. Acceptable systems shall
include only those systems and products specified or specifically indicated by
product name on the drawings. Alternative anchoring systems may be used only
when specifically accepted by ENGINEER. An acceptable adhesive or
chemically grouted anchor system may be used as an alternative in locations
where epoxy grouted anchor bolts and epoxy grouted threaded rod anchors are
specified or indicated.
Threaded rod anchors in adhesive anchor systems shall be furnished with a
sufficient length to provide an embedment depth of at least 15 rod diameters and
free of coatings that would weaken the bond with the adhesive. Unless
otherwise required, single nut and washer shall be furnished for threaded rod
anchors, adhesive anchors and expansion anchors. Anchor bolts and threaded
rod anchors that are to be epoxy grouted shall be clean and free of coatings that
would weaken the bond with the epoxy.
Adhesive anchors in hollow masonry shall utilize screen tubes as recommended
by the manufacturer.
(Carisbad Water) (Recycling Facility) 05550
-4-
2-2.03. Epoxv Grouted Anchor Bolts and Reinforcinq. Epoxy grout for installing
reinforcing steel dowels and anchor bolts not indicated to be adhesive or
chemically grouted anchors shall consist of a two-component liquid epoxy
adhesive of viscosity appropriate to the location and application, and an inert
aggregate filler component, if recommended by the adhesive manufacturer.
Components shall be packaged separately at the factory and mixed immediately
before use.
Anchor bolts and reinforcing steel shall be as indicated on the drawings.
PART 3 - EXECUTION
3-1. GENERAL. Anchor bolts shall be installed at the locations indicated on the
drawings.
Anti-seize thread lubricant shall be liberally applied to projecting, threaded
portions of stainless steel anchors immediately before final installation and
tightening of the nuts.
3-2. CAST-IN-PLACE ANCHORS AND ANCHOR BOLTS. Cast-in-place
anchors and anchor bolts shall be carefully positioned with templates and
secured in the forms prior to placing concrete. CONTRACTOR shall verify that
anchorage devices are positioned in accordance with the design drawings and
with applicable equipment submittal drawings. Anchors and bolts shall be
positioned sufficiently in advance of the concrete placement so that an on-site
representative of ENGINEER or OWNER will have sufficient time to inspect the
bolts prior to placing concrete. If Special Inspection of the anchor bolts is
required by the local building code, anchorage shall be placed in sufficient time
and with sufficient notification so that such inspection can take place without
delaying progress of the work.
Threads, bolts, and nuts spattered with concrete during placement shall be
cleaned prior to final installation of the bolts and nuts.
3-3. EPOXY GROUT. Epoxy grout components shall be packaged separately at
the factory and shall be mixed immediately before use. Proportioning and mixing
of the components shall be done in accordance with the manufacturer's
recommendations.
An acceptable adhesive or chemically grouted anchoring system may be used
where epoxy grouted threaded rod anchors are indicated on the drawings.
3-3.01. Preparation. Where indicated on the drawings, anchor bolts, threaded
rod anchors, and reinforcing bars shall be epoxy grouted in holes drilled into
hardened concrete. Diameters of holes shall be as follows:
(Carlsbad Water)
(Recycling Facility)
05550 -5-
Item Diameter of Hole -
Reinforcing Bars and Threaded 1/8 inch larger than the outside
Rod Anchors diameter of the bar or the rod
Headed Anchor Bolts Bolt diameter plus 2 inches and
sufficient to clear the bolt head
The embedment depth for epoxy grouted anchor bolts, threaded rod anchors,
and reinforcing bars shall be at least 15 bolt, rod, or bar diameters, unless
otherwise indicated on the drawings.
Holes shall be prepared for grouting as recommended by the epoxy grout
manufacturer.
3-3.02. Installation. Anchor bolts, threaded rod anchors, and reinforcing bars
shall be clean, dry, and free of grease and other foreign matter when installed.
The bolts, rods, and bars shall be set and positioned and the epoxy grout shall
be placed and finished in accordance with the recommendations of the grout
manufacturer. Care shall be taken to ensure that all spaces and cavities are
filled with epoxy grout, without voids.
3-4. ADHESIVE AND CHEMICALLY GROUTED ANCHORS. When adhesive
and chemically grouted anchors are indicated on the drawings, only an
acceptable system shall be used. Alternative anchoring systems may be used
only when acceptable to ENGINEER. An acceptable adhesive or chemically
grouted anchor system may be used as an alternative in locations where epoxy
grouted anchor bolts and threaded rod anchors are specified or indicated. The
embedment depth for adhesive or chemically grouted anchors shall be at least
15 rod diameters unless a greater depth is indicated on the drawings.
Adhesive for adhesive or chemically grouted anchors shall be statically mixed in
the field during application. All proportioning and mixing of the components shall
be in accordance with the manufacturer's recommendations.
Anchors shall be installed in holes drilled into hardened concrete or grout filled
masonry. Diameter of holes shall be 1/16 inch larger than the outside diameter of
the rod unless recommended othewise by the anchor system manufacturer.
Holes shall be prepared for insertion of the anchors by removing all dust and
debris using procedures recommended by the adhesive manufacturer.
Adhesive and chemically grouted anchors and holes shall be clean, dry, and free
of grease and other foreign matter at the time of installation. The adhesive shall
be placed, the rods shall be set and positioned, and the adhesive shall be
finished, all in accordance with the recommendations of the material
(Carlsbad Water)
(Recycling Facility)
05550
-6-
manufacturer. Care shall be taken to ensure that all spaces and cavities are filled
with adhesive, without voids, and remain filled with adhesive until completion of
the curing period. Adhesive shall be cured in accordance with the
recommendations of the adhesive manufacturer.
3-5. EXPANSION ANCHORS. When expansion anchors are indicated on the
drawings, only an acceptable expansion anchor shall be used. Alternative
anchoring systems may be used only when acceptable to ENGINEER.
Expansion anchors shall be installed in accordance with the drawings, but in no
case shall the depth of the hole be less than six bolt diameters. The minimum
distance between the center of any expansion anchor and an edge or exterior
corner of concrete shall be at least six times the diameter of the bolt. Unless
otherwise indicated on the drawings, the minimum distance between the centers
of expansion anchors shall be at least 12 times the diameter of the bolt.
End of Section
(Carlsbad Water)
(Recycling Facility) 05550
-7-
Section 05990
STRUCTURAL AND MISCELLANEOUS METALS
Data Sheet
Stair design responsibility. iz No stairs required
r accordance with details indicated on
Design by fabricator in general
C Only if requested
Design by fabricator in general
the drawings
Design by ENGINEER as indicated
on the drawings
iz accordance with details indicated on
c
I If "Design by fabricator" is selected,
Pretension
ladder design calculations. iz On,y if requested indicate if fabricator shall submit r Yes
2-3.02 Verification of Structural Bolt
(Carlsbad Water)
(Recycling Facility) 05990 -1-
'erification of Structural Bolt
'retension Shall Be Accomplished
,s Indicated and As Specified
I
]When "Other" is selected, indicate
When "Other" is selected, indicate
Tees, etc.)
the alternative
(Carlsbad Water)
(Recycling Facility)
T r on all structural bolted
Load indicator washers required
connections
Load indicator washers required only
on slip critical connections.
Load indicator washers not
required
Tension control type (twist off) bolts
may be substituted for load
lndlcator washers on high strength
bolts
Tension control type (twist off) bolts
may be substituted for load indicator
washers on high strength bolts only
in non slip critical connections
Tension control type (twist off) bolts
are not permitted
r
(i
r. .
r
ASTM A572, Fy = 50 ksi; or ASTM
A992, Fy = 50 ksi
r ASTM A36, Fy = 36 ksl
r All of the above
C Other
F None required
C ASTM A36, Fy = 36 ksi
C ASTM A572, Fy = 50 ksi
r All of the above
Other
r None required
F ASTM A36, Fy = 36 ksi
r Other
r None required
(7 ASTM A36. Fy = 36 ksi
C Other
C None required
05990
-2-
lthe alternative I I
(Steel Sheet I 6 ASTM A366 or A569 I
r ASTM A500, Grade 8, C, or D
C All of the above
A325 r ASTM A325,l inch [25 mm]
6 Other
When "Other" is selected, indicate As shown on drawings ASTM A325
the alternative
Steel Bolts, Unfinished c
(i Not permitted
Permitted as specified in non
structural connections
Steel Load Indicator Washers ASTM F959. as manufactured by
J&M Turner, Inc. c
r Other
When "Other" is selected, indicate
the alternative
Steel Bolts, Tension Control Type. r Permitted
If permitted, indicate the specific
product and manufacturer below. Not permined -
(Carlsbad Water)
(Recycling Facility)
05990 -3-
Steel Threaded Rods
(5 None required
Steel Forged Sleeve Nuts C Required
(5 None required
Other Required Carbon Steel
Materials as indicated
Stainless Steel Shapes (5 Required
C None required
Stainless Steel Plates (5 Required
C None required
Stainless Steel Pipe (5 Required
r None required
Stainless Steel Tube (5 Required
C None required
Stainless Steel Checkered Plate (i Required
r None required
Other Required Stainless Steel
Materials as indicated
Cast Iron (5 ASTM A48. Class 358 or Better
Other
C None required
When "Other" is selected, indicate
the alternative
(Carlsbad Water) (Recycling Facility) 05990 -4-
Aluminum Rolled Sections F Required
C None required
Aluminum Sheet and Plate 0 Required
r None required
Aluminum Rod and Bar G Required
C None required
Aluminum Extrusions G Required
r None reauired
Aluminum Pipe G Required
r None reauired
May be utilized in railing
drawings
C connections or as indicated on the
C May not be used
Aluminum Bolts, Nuts and Washers Permitted on non-structural
aluminum connections as specified
r Not permitted
Aluminum Castings C Required
r None required
Aluminum Checkered Plate r Required
n None required
Other Required Aluminum Materials
as indicated
Brass or Bronze Materials as
specified r Required
T Other
10 None required
Other Required Brass or Bronze
Materials as indicated
Silicon Bronze Materials as
specified F Required
r Other
r None required
Other Required Silicon Bronze Materials
Weld Metal for Welded Steel
Connections F Minimum 70 ksi [482 Mpa]
r Other
When "Other" is selected, indicate
the alternative
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Welded Headed Studs, Concrete
Anchors, and Shear Connectors
When "Other" is selected, indicate
the alternative
Deformed Bar Anchors
IWhen "Other is selected, indicate
Bird Screen
Body Solder
Universal Primer, indicate
acceptable product names and
manufacturers
Red Oxide Primer
- -6 Shop Coatings
the alternative
C TRWlNelson as specified
r Other
r None required - ~ ~~~~~
F TRWINelson as specified
C None required
r Other
li Required
C None required
r Required
fi None Required
r Required
F None reouired 1
4s indicated on the drawings
4s indicated on the drawings
I
r Not permitted
F Can be used only where indicated
on the drawings
Can be used in lieu of universal
pruner as specified r
r Other
F As specified
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- 2-5 The scope of supply for fabrications of Fabrications structural and miscellaneous metal
materials shall be as indicated on the
drawings. The following listing is
intended to represent special
fabrications not listed may be indicated
fabrications furnished, but other
on the drawings. Fabrication materials t Ishall be as indicated on the drawings. 1
Stop Plates and Grooves I; Required
r None required
Basin Weir Plates I; Required
r None required
Scum Baffles I; Required
? None required
Basin Effluent Launders I; Required
r None required
Metering Weirs I; Required
r None required
G Required
r None required
~ ~~ Lime Troughs G Required
r None required
1-3 Miscellaneous Submittal
Requirements
Submit shop welding procedures in accordance with the submittals r Yes
(i No section.
Submit field welding procedures in T Yes accordance with the submittals
section. No
Submit shop welding procedure
No qualification records in accordance r Yes
with the submittals section.
Submit field welding procedure r Yes qualification records in accordance I; No
Submit shop welder qualification r Yes records in accordance with the No submittals section.
Submit field welder qualification r Yes records in accordance with the (i No Submittals section.
- with the submittals section.
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05990 -7-
Section 05990
STRUCTURAL AND MISCELLANEOUS METALS
PART 1 - GENERAL
1-1. SCOPE. This section covers the fabrication and erection of items fabricated
from metal shapes, plates, sheets, rods, bars, or castings and other wrought or
cast metal. Other specification sections when applicable, cover for the following
specific fabrications:
Manholes and Accessories
Covers and Frames for Manholes and Electrical Vaults
Fencing
Concrete and Masonry Anchors and Anchor Bolts
Cold-Formed Metal Framing
Handrailing and Guardrailing
Metal Roof Deck
Metal Form Deck
Grating and Trench Covers
Access Doors and Hatches
Fiberglass Fabrications
Joists and Joist Girders
Other specifications also cover equipment, hoisting equipment, prefabricated
storage tanks and bins, ductwork, and process piping.
Special inspection during the fabrication and erection of structural steel, if
required by the local building code, is addressed in another section.
Fabricated metal items that are indicated on the drawings but not mentioned
specifically herein shall be fabricated in accordance with the applicable
requirements of this section.
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-8-
1-2. GENERAL.
1-2.01. Terminoloay. When the phase "as required" is stated in this
section it shall mean "as required in the attached Data Sheet".
1-3. SUBMITTALS. Complete data, fabrication drawings, and setting or erection
drawings covering all structural and miscellaneous metal items shall be
submitted in accordance with the Submittals section. Each separate piece shall
be marked.
All bolted connections and welds shall be properly identified on the detailed shop
drawings.
Submittals for high strength bolts and load indicator washers shall include
statements from the bolt and washer manufacturers certifying satisfactory
compliance with the governing standards and the specified tests.
Welding procedures, welding procedure qualification records and welder
qualifications shall be submitted as required.
1-4. DELIVERY. STORAGE. AND HANDLING. Materials shall be handled,
transported, and delivered in a manner which will prevent bends, dents,
significant coating damage, or corrosion. Damaged materials shall be promptly
replaced. Structural and miscellaneous metal work shall be stored on blocking
so that no metal touches the ground and water cannot collect thereon. The
material shall be protected against bending under its own weight or
superimposed loads.
Bolting materials shall be stored indoors. Weld rod shall be stored in accordance
with the supplier's instructions and AWA Dl .I.
PART 2 - PRODUCTS
2-1. GENERAL. Structural and miscellaneous metal work shall be fabricated in
conformity with dimensions, arrangements, sizes, and weights or thicknesses
specified or indicated on the drawings.
All members and parts shall be free of warps, local deformations, and
unauthorized bends. Holes and other provisions for field connections shall be
accurately located and shop checked so that proper fit will result when the units
are assembled in the field. All field connection materials shall be furnished.
All structural steel shall be fabricated in compliance with OSHA 29 CFR Part
1926 subpart R and all other pertinent OSHA and local safety regulations.
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2-1.01. Plant Certification. Not used,
2-1.02. Qualitv Control.
1. All welding of steel, stainless steel and aluminum shall be performed
by welders who have recently qualified with the "Qualification
Procedures" of AWS for steel and aluminurn and of ASME Section IX
for stainless steel.
2. The current editions of the following standards shall govern all work
performed hereunder, unless noted otherwise.
a.
b.
C.
d.
AlSC Specification for Structural Steel Buildings-Allowable Stress
Design.
AlSC Code of Standard Practice for Steel Buildings and Bridges.
Specification for Structural Joints Using ASTM A325 or A490
Bolts as published by the Research Council on Structural
Connections of the Engineering Foundation.
Structural Welding Code of The American Welding Society
(AWS).
2-2. MATERIALS. Structural and miscellaneous metal materials shall be as
indicated on the drawings, as specified herein, and as indicated on the data
sheet. The scope of supply for structural and miscellaneous metals shall be as
indicated on the drawings. The following listing is intended to represent the
materials furnished, but other materials not listed may be indicated on the
drawings.
Steel
Shapes (S, M, HP, C) ASTM A36 or ASTM A572 Grade 50.
Other Shapes (angles) ASTM A36
Plates and Bars ASTM A36.
Sheets ASTM A366 or A569.
Pipe ASTM A53, Type E or S, Grade 6;
ASTM A500, Grade B, C, or D; or
ASTM A501,
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Square and Rectangular
Structural Tubing
Checkered Plate
Bolts and Nuts
Bolts, High Strength
Bolts, Tension Control
Type (Twist off)
Nuts, Heavy-Hex
Nuts, Self-Locking
Washers
Flat, Hardened
Lock
Beveled
Load Indicator
Anchor Rods (hooked, or
threaded and nutted)
Threaded Rods
Stainless Steel
Shapes
ASTM A500, Grade B or C.
ASTM A786, carbon steel, skid
resistant pattern as standard with the
manufacturer; Inland "4-way Floor
Plate" or U.S. Steel "Multigrip Floor
Plate".
ASTM A325, Type 1; tested in
accordance with Article 9.2 thereof.
ASTM F1852. Equivalent to ASTM
A325
ASTM A563, grade and finish
compatible with bolts.
Prevailing torque type; IFI-100,
Grade A.
ASTM F436, Type 1.
ANSIIASME 818.21.1, helical spring
type.
ASTM F436.
ASTM F959, compressible-washer-
type direct tension indicator as
manufactured by J&M Turner Inc.;
type compatible with bolts tested in
accordance with Article 10.2 of
ASTM F959. lCB0 approved.
ASTM F1554, Grade 55, with
weldability supplement S1
ASTM A36
ASTM A276, Type 316L.
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-1 1-
Plates
Pipe
Tube
Checkered Plate
Bolts
Nuts
Washers
Flat
Lock
Cast Iron
Aluminum
Sheet and Plate
Rolled Sections
Rod and Bar (Rolled or
Drawn)
Extrusions
Pipe
Rivets
Bolts, Aluminum
ASTM A240, Type 316L.
ASTM A312, Grade TP316L
ASTM A269, Grade 316L
ASTM A793, stainless steel, raised
pattern A
ASTM F593, Alloy Group 1 or 2
ASTM F594, Alloy Group 1 or 2
ANSI 818.22.1, Type 316.
ANWASME 818.21.1, helical spring
type, Type 316.
ASTM A48. Class 35B or better.
ASTM 8209, Alloy 6061-T6.
ASTM B308, Alloy 6061-T6.
ASTM B211, Alloy 6061-T6 or
2017-T4.
ASTM B221, Alloy 6063-T5 or T6.
ASTM 8429, Alloy 6061-T6
ASTM B316, Alloy 6061-T6.
ASTM F468, Alloy 2024-T4.
Nuts, Aluminum ASTM F467, Alloy 6061-T6.
Washers, Aluminum
Flat ANSI B18.22.1, Type 6061 T-6.
Lock
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ANSVASME B18.21.1, helical spring
type, Type 6061-T6.
05990
-12-
Castings
Silicon Bronze
Sheet and Plate
Castings
Bolts and Nuts
Washers
Flat
Lock
Weld Metal (Steel Connections)
Stop Plate Grooves
Welded Headed Studs, Concrete
Anchors, and Shear Connectors
Deformed Bar Anchors (DBA)
Ladder Safety Post
Bird Screen
ASTM B26 or B85.
ASTM B96, American Brass "Everdur
101 0".
ASTM 8584, American Brass
"Everdur 1000.
IFI-104, Grade 655.
ANSI 818.22.1.
ANWASME 818.21.1, helical spring
type.
ANSI/AWS D1.l, Table 3.1, filler
metal with minimum 70 ksi 1482 MPa]
tensile strength unless otherwise
required.
Neenah "Series R-7500, of the types
and sizes indicated on the drawings,
with all interior surfaces machined.
ASTM A108 with a minimum
50,000 psi [344 MPa] yield strength
and minimum 60,000 psi [413 MPa]
tensile strength. TRW/Nelson or
equal.
ASTM A496 with a minimum
70,000 psi [482 MPa] yield strength
and minimum 80,000 psi 1551 MPa]
tensile strength. TRWINelson division
or equal.
Bilco "Ladderup" safety post, or
equal.
2 mesh' 112 mm square openings],
brass or copper wire cloth, min wire
dia 0.063 inch [1.6 mm].
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Body Solder
Shop Coatings
Universal Primer
Red Oxide Primer
Epoxy Enamel
Flux-core wire, ASTM 832, Alloy
Grade 208.
As required.
SSPC 15, Type 1, or Fed Spec
TT-P-636.
Gray; Ameron "Amerlock 400 High-
Solids Epoxy Coating", Carboline
"Carboguard 891", or Tnemec
"Series N140 Pota-Pox Plus".
Asphalt Varnish Fed Spec -C-494.
Galvanizing ASTM A123, A153, A385
2-3. STRUCTURAL AND MISCELLANEOUS STEEL. Except as otherwise
specified or indicated on the drawings, all materials and work shall conform to the
applicable provisions of the AlSC "Manual of Steel Construction - Allowable
Stress Design", Parts 1, 2, 3, and 4, and the "Specification for Structural Steel
Buildings". Unless otherwise noted, connections shall conform to the details
indicated on the drawings. Double connections at columns and or beams over
columns shall be detailed in compliance with OSHA 29CFR Part 1926 Subpart R.
2-3.01. Unfinished Bolted Connections, Not used.
2-3.02. HiQh StrenQth Bolted Connections. Unless otherwise required, bolted
connections for structural steel, as defined in the AlSC manual, shall be made
with ASTM A325 high strength bolts conforming to the "Specifications for
Structural Joints Using ASTM A325 or A490 Bolts" as approved by the Research
Council on Structural Connections, The method of installation, pretensioning
procedures, and bolting equipment and tools shall likewise conform to the above
referenced ASTM standard.
Field-welded connections will not be acceptable for structural steel unless
indicated on the drawings.
Bolt holes shall have a diameter nominally 1/16 inch larger than the nominal bolt
diameter. Bolt holes for one ply only of vertical diagonal bracing connections
may be oversized to a diameter nominally 3/16 inch larger than the nominal bolt
diameter. If oversized holes are provided in an outer ply, a hardened flat washer
shall be installed over each hole during bolting.
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05990
-14-
Beveled washers shall be used when the bearing faces of bolted parts have a
slope of 1:20 or greater with respect to a plane perpendicular to the bolt axis.
Bolt length shall be increased as needed to accommodate the beveled washers.
Except as otherwise required or specified herein, bolted connections shall be
bearing type with threads excluded from the shear plane. Slip critical
connections shall be used in diagonal bracing connections, where slip critical
connections are indicated on the drawings, or where oversize holes or slotted
holes parallel to the direction of the load are used.
Contact surfaces of slip critical connections shall not be shop coated. Contact
surfaces of bearing type connections may be shop coated. When assembled, all
joint surfaces, including those adjacent to the bolt heads, nuts, or washers, shall
be free of loose mill scale, dirt, burrs, oil, and other foreign material that would
prevent solid seating of the parts.
Bolts in all structural steel connections, both bearing and slip critical, shall be fully
pretensioned in accordance with the AlSC standards unless specifically noted
otherwise on the drawings. The calibrated wrench method of pretensioning bolts
will not be permitted.
Pretensioning of bolts shall be verified. When load indicator washers are
required, they shall be installed in accordance with the manufacturer's
recommendations, as supplemented herein. When load indicator washers are
not required, the turn-of-the-nut method shall be utilized. Load indicator washers
may be utilized to verify pretensioning of bolts even when not required. The bolt,
nut, and material shall be match marked. A wax lumber marker or paint shall be
used to clearly mark the assembly.
Patented tension control type (twist-off) bolts may be permitted in bolted
connections, as required. Bolts shall be of equivalent size and strength to the
indicated high strength bolts, and shall be installed in strict accordance with the
manufacturer's instructions.
To facilitate proper tightening of fastener assemblies with load indicator washers,
a hardened flat washer shall be installed under the turned element (bolt head or
nut) and between the turned element and the load indicator washer protrusions,
in all cases. Whenever possible, the load indicator washer shall be installed on
the head end of the bolt. If the bolt head will not be visible for inspection of the
indicator washer after installation, or if the bolt head must be turned to tighten the
assembly, the load indicator washer may be installed on the nut end of the bolt.
Tightening of each connection assembly shall progress systematically from the
most rigid part of the joint toward the free edges until all have been sufficiently
rotated or the load indicator washers on all bolts have been closed to the
average gap stipulated by the load indicator washer manufacturer.
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Load indicator washers shall not be substituted for the hardened flat washers
required for oversized holes in the outer ply of vertical diagonal bracing
connections. Load indicator washers shall not be used with ASTM A307 bolts.
Bolts, nuts, and washers shall be galvanized when connected materials are
galvanized or where indicated on the drawings.
2-3.03. Welding. Welding and related operations shall conform to applicable
provisions of the Structural Welding code, AWS Dl .I, of the American Welding
Society. All welding shall be performed in accordance with written procedures,
using only those joint details which have prequalified status when performed in
accordance with AWS Dl .I. All welding shall be performed by welders qualified
in accordance with the American Welding Society for steel welding and American
Society for Mechanical Engineers Section IX for stainless steel welding.
Welding procedure specifications qualification records, and welder qualification
records shall be submitted as required.
All welds shall be visibly inspected in accordance with AWS procedures.
Additional inspection or testing shall be performed as indicated on the drawings.
Use of electroslag or electrogas welding processes or the short-circuiting transfer
mode of the gas metal arc process will not be acceptable.
Welds not dimensioned on the drawings shall be sized to develop the full
strength of the least strength component of the connection.
Where structural or miscellaneous steel connections are welded, all butt and
miter welds shall be continuous and, where exposed to view, shall be ground
smooth. Intermittent welds shall have an effective length of at least 2 inches and
shall be spaced not more than 6 inches apart.
Surfaces to be welded and surfaces adjacent (within 2 inches) of a weld shall be
free from loose or thick scale, slab, rust, moisture, grease, paint (except
approved weldable primers) and other foreign materials that would prevent
proper welding or release objectionable fumes.
Only shielded metal arc, gas metal arc, flux cored arc, submerged arc, and gas
tungsten arc welding are permitted. For flux cored arc welding, only E70xx one
(1) or five (5) wire electrodes with supplemental gas shielding shall be permitted.
2-4. STRUCTURAL AND MISCELLANEOUS ALUMINUM. Unless otherwise
noted, all materials and work shall conform to applicable provisions of the
Aluminum Association "Standard for Aluminum Structures".
All members shall be Aluminum Association standard structural shapes.
(Carlsbad Wafer)
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05990 -16-
24.01. Connections. Connections not specifically detailed on the drawings shall
develop the full strength of the least strength member of the connections. Bolted
connections shall be all-bolted bearing type, equipped with a helical spring lock
washer under the stationary element (bolt head or nut) and a flat washer under
the turned element, All bolts shall be fully tightened. Bolts and nuts for structural
aluminum connections shall be stainless steel. Bolts and nuts for nonstructural
miscellaneous aluminum assemblies shall be stainless steel or aluminum. A
sufficient number of bolts shall be provided in each connection to develop the
shear strength of the member. Welded connections shall not be substituted for
bolted connections without prior approval of ENGINEER.
Welded connections shall be made in accordance with the American Welding
Society Dl .2, Structural Welding Code - Aluminum. All welding shall be
performed by welders qualified in accordance with American Welding Society.
Welding procedure specifications and qualification records and welder
qualification records shall be submitted as required. Welds shall be free of
porosity, cracks, holes, and flux.
2-5. FABRICATIONS. The following fabrications shall be constructed as
indicated on the drawings and as specified herein.
2-5.01. Stop Plates and Grooves. Stop plates shall be fabricated with the edges
accurately finished. Plates shall be provided with suitable lifting handles and
angle stiffeners as indicated on the drawings.
Each stop plate shall be permanently marked to identify its intended location.
Stop plate guide grooves shall be as specified in MATERIALS.
2-5.02. Basin Weir Plates. Basin weir plates shall be fabricated to dimensions
indicated on the drawings, with top surface cut to shape. The top edge of each
weir plate shall be straight within 1/8 inch. Particular care shall be taken in
cutting operations. Burrs or irregularities on cut edges shall be removed by
grinding. Weir plates shall be finished as indicated on the drawings after
fabrication.
2-5.03. Scum Baffles. Scum baffles shall be fabricated in accordance with the
details indicated on the drawings. Scum baffles, scum baffle supports, and
bracing shall be finished as indicated on the drawings after fabrication.
2-5.04. Basin Effluent Launders. Basin effluent launders shall be fabricated in
accordance with the details indicated on the drawings. Effluent launder sections
shall be fabricated by bending a single plate or by welding flat plates. If welding
is used, welds shall be continuous. All joints in effluent launders shall be
watertight. Orifices shall be accurately drilled at the spacing and of the size
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indicated on the drawings. Weir plates on effluent launders shall be vertically
adjustable at least 2 inches.
Launderer weir plates, supports, and bracing shall be fabricated and finished
from the same material used for the launderers. All surfaces of the effluent
launders shall be cleaned and finished as indicated on the drawings.
2-5.05. Metering Weirs. Metering weir plates shall be fabricated to the
dimensions indicated on the drawings. Top edges and sides shall be machined
and shall have sharp comers. Carbon steel metering weir plates shall be hot-dip
galvanized after fabrication.
2-5.06. Checkered Floor Plates, Checkered floor plates shall be painted steel
unless specifically designated on the drawings as galvanized steel or stainless
steel. Shop welded stiffeners or grating backup shall be provided as indicated on
the drawings. Stiffeners and grating backup shall be of the same material as the
checkered plate.
Checkered floor plates shall be detailed and fabricated in sections which can be
lifted by one or two men. Plates which are not required to be bolted or welded in
place shall be provided with lifting holes to facilitate removal. Warped or bent
plates shall be straightened so they will lie perfectly flat.
Checkered floor plates shall be secured to structural shapes or grating as
indicated on the drawings. Connection devices shall not protrude above the
plate surface. Suitable access holes shall be provided in the plate to allow
access to the grating hold-down devices beneath.
2-5.07. Bar Screens. Bar screens shall be fabricated from bars and shapes in
accordance with the details indicated on the drawings. Carbon steel bar screens
shall be hot-dip galvanized after fabrication.
2-5.08. Lime Troughs. Troughs shall be provided to convey lime slurry as
indicated on the drawings. The location and length of drop pipes from the end of
the troughs into the basins shall be coordinated with the basin equipment
manufacturer. The troughs shall be sloped uniformly as indicated and shall be
adequately supported.
2-5.09. Runway Beams. Steel beams used as crane or hoist runways shall be
straight and level. The upper surface of the lower flange of each beam shall be
smooth, with all projections ground off.
Stops made from angles or as detailed on the drawings shall be bolted in place,
and shall be provided on each end of each runway beam to limit the travel of the
crane or hoist. Stops shall be so located that the crane or hoist does not come
into contact with any part of the structure or piping. If the crane or hoist is
(Carlsbad Water)
(Recycling Facility) 05990 -1 a-
required to be powered, at the power feed end of the runway the stops shall be
designed so that the cable trolleys will pass beneath the stops. The stops shall
be so located that there is sufficient room on the runway for storage of the cable
trolleys beyond the stops. Secondary stops shall be provided for the cable
trolleys.
2-5.10. Crane Rails. Not used.
2-5.1 1. Stairs. Not used.
2-5.12. Ladders. Ladders, safety cages, and rest platforms shall be provided
where indicated on the drawings. For ladders made of fiberglass, see fiberglass
fabrication section. When required, ladders shall be designed by the ladder
supplier. The design shall comply with the latest issue of OSHNANSI A14.3 and
the applicable building code standards for ladders. Ladders and safety cages
shall be fabricated with general configurations as indicated on the drawings. All
necessary brackets, bolts, and anchors shall be provided. Ladder brackets shall
be of the same materials as the ladder. Bracket connection bolts shall be
galvanized steel for steel ladders and stainless steel for aluminum, stainless
steel, or fiberglass ladders. Bracket anchors to concrete and masonry shall be
stainless steel and as indicated on the drawings.
2-6. SHOP COATING. All structural and miscellaneous metal items shall be
shop coated as specified herein. The requirements for field painting are covered
in the protective coatings section.
2-6.01. Cleaninq. Surfaces shall be dry and of proper temperature when coated,
and shall be free of grease, oil, dirt, dust, grit, rust, loose mill scale, weld flux,
slag, weld spatter, and other objectionable substances. Articles to be galvanized
shall be pickled before galvanizing. All other ferrous metal surfaces shall be
cleaned by high-speed power wire brushing or by blasting to the extent
recommended by the paint manufacturer. Welds shall be scraped, chipped, and
brushed to remove all weld spatter.
2-6.02. Edae Grinding. Sharp projections of cut or sheared edges of ferrous
metals which will be submerged in operation, except for items specified to be hot-
dip galvanized, shall be ground to a radius as needed to ensure satisfactory paint
adherence.
2-6.03. Galvanizinq. Steel materials required to be galvanized are indicated on
the drawings. All galvanizing shall be done by the hot-dip process after
fabrication. An approved zinc-rich paint shall be used to touch up minor coating
damage. Materials with significant coating damage shall be regalvanized or replaced.
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Where galvanized bolts are indicated on the drawings or specified, the use of
zinc-plated bolts will not be acceptable.
2-6.04. Castinos. Shop coating of miscellaneous iron castings will not be
required.
2-6.05. Prime Painted Steel. Unless otherwise specified or indicated on the
drawings, all ungalvanized structural and miscellaneous steel shall be given a
universal prime coat in the shop after fabrication. Red oxide primer may be
substituted for the specified universal primer only if specifically permitted in the
data sheet. Special primers may be required for certain steel materials as
indicated on the drawings. Steel surfaces shall be prime-coated as soon as
practicable after cleaning. Steel shall not be moved or handled until the shop
coat is dry and hard.
The dry film thickness of the shop coating shall be at least 2 mils for universal
primer or red oxide primer and at least 5 mils for epoxy enamel. The dry film
thickness of special primers shall be as recommended by the manufacturer.
2-6.06. Aluminum. All surfaces of aluminum which will be in contact with
concrete, mortar, or dissimilar metals shall be given a coat of epoxy enamel.
2-6.07. Stainless Steel. Unless otherwise specified or permitted, all items
fabricated from stainless steel shall be thoroughly cleaned and degreased after
fabrication. Pickling or a light blast cleaning shall produce a modest etch and
remove all embedded iron and heat tint. Surfaces shall be subjected to a 24 hour
water test or a ferroxyl test to detect the presence of residual embedded iron and
shall be retreated as needed to remove all traces of iron contamination. Surfaces
shall be adequately protected during shipping and handling to prevent contact
with iron or steel objects or surfaces.
2-6.08. Other Surfaces. Painting of zinc coated steel or bronze surfaces will not
be required.
2-6.09. Asphalt Varnish. Material surfaces to be coated with asphalt varnish are
indicated on the drawings.
2-6.10. Finish Painted Steel. Steel materials specifically indicated on the
drawings shall be finished painted after priming prior to delivery to the job site.
Color shall be selected by ENGINEER.
PART 3 - EXECUTION
3-1. GENERAL. Materials shall be erected and installed in conformity with
dimensions, and arrangements specified or indicated on the drawings.
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All members and parts, as erected, shall be free of winds, warps, local
deformations, and unauthorized bends.
Before assembly, surfaces to be in contact with each other shall be thoroughly
cleaned. All parts shall be assembled accurately as indicated on the drawings.
Light drifting will be permitted to draw parts together, but drifting to match unfair
holes will not be permitted. Any enlargement of holes necessary to make
connections in the field shall be done only with the approval of ENGINEER by
reaming with twist drills. Enlarging holes by burning will not be permitted.
All materials shall be erected in compliance with OSHA 29 CFR, Part 1926,
Subpart R, and in compliance with all other applicable OSHA and local safety
regulations.
3-1.01. Inspection and Testing. When the quality control section indicates that
special inspections are required, such inspections shall be performed for field
fabrication and erection of structural and miscellaneous metals, and for all
structural steel field connections. The erector shall provide access as needed to
facilitate all inspections and shall provide timely notification during erection when
inspection milestones are approaching.
3-2. STRUCTURAL AND MISCELLANEOUS STEEL. Except as otherwise
specified or indicated on the drawings, all work shall conform to the applicable
provisions of the AlSC "Manual of Steel Construction - Allowable Stress Design",
Parts 1, 2, 3, and 4, the AlSC "Specification for Structural Steel Buildings", and
the Structural Welding Code of the American Welding Society.
3-2.01. Connections, Unless otherwise noted, connections shall conform to the
details indicated on the design drawings and the fabrication and erection
drawings prepared by the steel and metal suppliers. Field welded connections
shall not be substituted for field bolted connections indicated on the drawings.
Field bolted connections shall conform with the provisions for unfinished and high
strength bolted connections. Unless specifically required otherwise, all bearing
and slip critical connections shall be fully pretensioned.
Field welding shall conform with the welding provisions specified. All field
welding shall be performed by welders qualified in accordance with American
Welding Society for steel welding and American Society for Mechanical
Engineers Section IX for stainless steel welding. Welding procedure
specifications and qualification records and welder qualification records shall be
submitted as needed. All welds shall be visually inspected in accordance with
AWS procedures. Additional inspection and testing shall be performed as
indicated on the drawings.
(Carlsbad Water)
(Recycling Facility) 05990 -21 -
3-2.02. Erection. Structural steel shall be erected so that individual pieces are
plumb, level, and aligned within a tolerance of 1:500. The elevations of the top of
floor and roof members shall be within 1/16 inch of the elevations indicated on
the drawings.
Baseplates shall be set level in exact position and grouted in place.
The faces of girts and other supporting members for rigid wall panels shall be in
vertical planes within a maximum variation of 1/8 inch.
3-3. STRUCTURAL AND MISCELLANEOUS ALUMINUM. Unless otherwise
noted, all work shall conform to applicable provisions of the Aluminum
Association “Standard for Aluminum Structures”.
3-3.01. Connections. Unless otherwise noted, connections shall conform to the
details indicated on the design drawings and the fabrication and erection
drawings prepared by the aluminum suppliers. Field welded connections shall
not be substituted for bolted connections without prior approval of ENGINEER.
Field welding of aluminum shall conform with the welding provisions specified.
All field welding shall be performed by welders qualified in accordance with the
American Welding Society. Welding procedure specifications and qualification
records and welder qualification records shall be submitted as needed.
Field bolted connections of aluminum shall conform with the specified. Unless
otherwise required, all bolted connections shall be fully pretensioned.
3-3.02. Field Erection. Structural aluminum shall be erected so that individual
pieces are plumb, level, and aligned within a tolerance of 1 :500. The elevation of
horizontal members shall be within 1/16 inch [1.5 mm] of the elevation indicated
on the drawings.
Baseplates shall be set level in exact position and grouted in place.
3-4. FABRICATIONS. The following fabrications shall be installed as indicated
on the drawings and as specified herein.
3-4.01. Stop Plates and Grooves. Stop plate grooves shall be installed plumb
and straight within a tolerance of 3/32 inch and with the opposite sides and
bottom aligned in a single plane to prevent binding of the stop plate. If necessary
to meet this requirement, a space shall be boxed out for guides, and the guides
grouted in place later. Stop plates shall be set in place as needed for testing and
startup procedures.
3-4.02. Basin Weir Plates and Meterina Weirs. Weir plates shall not be installed until after field painting of the effluent launders has been completed. Before
(Carlsbad Water)
(Recycling Facility)
05990
-22-
installation, surfaces in contact with concrete and with effluent launders shall be
given a heavy coating of sealant as specified in the caulking section. Weir plates
shall be adjusted after installation to provide uniform overflow rate at all points.
3-4.03. Scum Baffles. Scum baffles shall be installed as indicated on the
drawings.
3-4.04. Basin Effluent Launders. Basin effluent launders shall be installed as
indicated on the drawings.
3-4.05. Bar Screens. Bar screens shall be installed as indicated on the
drawings.
3-4.06. Checkered Floor Plates. Checkered floor plates shall be secured to
supporting structure or grating as indicated on the drawings. Plates shall lie flat
with no warping or curling. Plate edges shall be neat and parallel. Connection
devices shall not protrude above the plate surface.
3-4.07. Lime Trouahs. Lime troughs shall be installed as indicated on the
drawings. Troughs shall be sloped uniformly as indicated and shall be
adequately supported.
3-4.08. Runwav Beams. Joints shall be close-fitting and free from unevenness.
The beams shall be rigidly supported in exact alignment.
A section of each runway beam shall not be installed until after the crane or hoist
has been installed.
3-4.09. Crane Rails. Not used.
3-4.010. m. Not used,
3-4.01 1. Ladders. Ladders and cages shall be installed as indicated on the
drawings. Firm, secure anchorage shall be provided to the supporting structure.
3-5. PAINTING. After erection, structural and miscellaneous metals shall be
cleaned and painted in accordance with the protective coatings section of these
specifications. Damaged primer and galvanized coatings shall be cleaned and
touched up prior to finish painting. If metals are required to be finish painted
before erection, damaged areas of coating shall be cleaned, re-primed, and
repainted to match the original coating system.
End of Section
(Carlsbad Water)
(Recycling Facility)
05990
-23-
Division 06
Wood and Plastics
Section 06600
FIBERGLASS REINFORCED PLASTIC FABRICATIONS
Data Sheet
ara- Description Data Units
benenl I I raph
Products required. r Filter wash water troughs.
A Stop plates and grooves.
Basin wier plates.
Parshall flume liners.
Metering flume liners.
Maximum upward or downward
deflection. In. [mm]
in. [mm] Minimum wall thickness.
2-2.02 r Yes. Proof of design test required.
r No.
be supported from the
urface wash equipment and C Yes. If No.
Color of trough. ~ r Manufacturers standard color.
f Other.
When "Other" is selected, indicate
the alternative.
2-3 Stop Plates and Grooves
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06600
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approach section.
Minimum wall thickness.
Metering Flume Liners a in. [mm]
r Trapezoidal. Throat shape.
It Cutback type
Fixed type.
Flume liner must be on integral
piece. t Yes.
c Yes. Provide bubbler tube with liner.
C No.
r NO.
(Carlsbad Water)
(Recycling Facility) 06600 -2-
Section 06600
FIBERGLASS REINFORCED PLASTIC FABRICATIONS
PART 1 - GENERAL
1-1, SCOPE. This section covers the furnishing and installation of fiberglass
reinforced plastic fabrications.
1-1.01. Terminoioqy. When the phrase "as required" is stated in this
section, it shall mean "as required in the attached Data Sheet".
1-2. GENERAL. The items furnished under this section shall be the products of
a manufacturer who has furnished items of the type specified which have been in
successful service for at least 5 years.
1-3. SUBMITTALS. Complete drawings, details, and specifications covering the
fiberglass reinforced plastic fabrications shall be submitted in accordance with
the submittals section.
When flume liners are required, a standard calibration curve or tabulation for
each flume liner shall be prepared and certified by the manufacturer. Each
calibration curve or tabulation shall show the flow at various levels, shall cover
the entire specified range of flow, and shall be legible to within 0.5 percent of the
flow at any point.
PART 2 - PRODUCTS
2-1. BASIC MATERIALS.
Plastic Laminate Polyester or other suitable plastic
reinforced with fiberglass.
Tensile Strength at 11,000 psi minimum, ASTM D638
Break
Flexural Strength 18,000 psi minimum, ASTM D790
Tangent Modulus of 900,000 psi minimum, ASTM D790
Elasticity
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-3-
Finished Thickness Wahin f 10 percent of nominal.
Fasteners AIS1 18-8 stainless steel.
All surfaces of plastic laminate shall be sealed with a resin layer at least 5 mils
thick. Field-cut surfaces shall be recoated with resin obtained from the fabricator.
2-2. FILTER WASH WATER TROUGHS. Not Used,
2-3. STOP PLATES AND GROOVES, When stop plates and grooves are
required, they shall be as manufactured by F. B. Leopold or equal. Stop plates
shall have edges accurately finished. Plates shall be provided with suitable lifting
handles.
Each stop plate shall be permanently marked to identify its intended location.
Stop plates shall be designed to withstand an unbalanced hydrostatic head the
full height of the plate without permanent deformation.
24. BASIN WEIR PLATES. When basin weir plates are required, they shall be
molded style as manufactured by F. B. Leopold or equal. Basin weir plates shall
be 1/4 inch thick and shall be fabricated to the shape indicated on the drawings.
The top surface shall be molded to shape and the top edge of each plate shall be
straight within 1132 inch.
Each weir plate shall be designed so that at least 2 inches of horizontal and
vertical adjustment is provided. Facilities shall be provided to accommodate
expansion and contraction.
2-5. PARSHALL FLUME LINER. Not Used
2-6. METERING FLUME LINER. Not Used.
PART 3 - EXECUTION
3-1. INSTALLATION,
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(Recycling Facility) 06600
-4-
3-1.01. Filter Wash Water Troushs. Not Used.
3-1.02. StoD Plate Grooves. Stop plate grooves shall be installed plumb and
straight within a tolerance of 3/32 inch between the top and bottom as checked
with a taut steel wire. If necessary to meet this requirement, a space shall be
boxed out for the guides, and the guides grouted in place later.
3-1.03. Basin Weir Plates. Surfaces in contact with concrete shall be given a
heavy coating of sealant before installation. Weir plates shall be adjusted after
installation to provide uniform overflow rate at all points.
3-1.04. Parshall Flume Liner. Not Used,
3-1.05. Meterina Flume Liner. Not Used.
End of Section
(Carlsbad Water) (Recycling Facility) 06600
-5-
Division 07
Thermal and Moisture Protection
Section 07160
DAMPPROOFING
Data Sheet
ny. may be acceptable to
Systems in Section 09940.
(Carlsbad Water) (Recycling Facility) 07160
-1-
Section 07160
DAMPPROOFING
PART 1 - GENERAL
1-1. SCOPE. This section covers furnishing and'installation of paint-type
dampproofing of concrete.
Dampproofing of concrete surfaces exposed to treated or raw water is covered in
the protective coatings section.
1-1.01. Terminology. When the phrase "as required" is stated in this
section it shall mean "as required in the attached Data Sheet".
PART 2 - PRODUCTS
2-1. MATERIALS. Materials to be used shall be as follows or, if acceptable to
ENGINEER, may be other materials as required.
Coal Tar Coating Carboline "Bitumastic Super Service Black",
Polyguard "CA-14 Coating", or Tnemec
"46-465 H. B. Tnemecol".
2-2. SURFACES TO BE DAMPPROOFED. Exterior wall surfaces which are
poured against sheeting or undisturbed earth need not be dampproofed. The
following concrete surfaces that are not in contact with treated or potable water
shall be dampproofed:
a. All exterior concrete wall surfaces forming a part of an interior room
or dry pit which will be in contact with earth backfill below finished
grade and above the top of the footings or bottom slabs.
b. All exterior wall surfaces of cast-in-place and precast concrete
electrical manholes and handholes below finished grade and above
the top of the footings or bottom slabs.
c. All walls in contact with liquid where the opposite face is above
grade or exposed in an interior room, except when waterproofing is
specified.
d. Other surfaces, when required
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(Recycling Facility) 07160
-2-
PART 3 - EXECUTION
3-1, SURFACE PREPARATION. When dampproofing is applied, concrete
surfaces shall be clean and dry. All dirt, dust, sand, grit, mud, oil, grease, and
other foreign matter shall be removed in accordance with ASTM D4258 and the
surface abraded when recommended by the manufacturer of the dampproofing
material. Abrading shall be done in accordance with ASTM D4259. Prior to
application of the coating, the surfaces shall be thoroughly washed, or cleaned
by air blasting, to remove all dust and residue.
3-2. APPLICATION. Dampproofing materials shall not be thinned unless
recommended by the manufacturer. Dampproofing shall be applied in at least
two coats, with a total dry film thickness of at least 20 mils.
Surfaces not intended to be dampproofed shall be protected from contamination,
discoloration, or other damage. Such surfaces shall be masked as necessary to
protect uncoated areas and to confine the dampproofing to the intended limits.
Surfaces shall be dry and at recommended temperature when dampproofing is
applied. Unless properly protected, coatings shall not be applied in wet, damp,
or foggy weather or when windblown dust, dirt, or debris, or insects would collect
on the coating. Dampproofing shall not be applied when the temperature of the
air or the surface is below 40°F.
Dampproofing shall be applied by brush, high pile rollers, or spray equipment
complying with the manufacturer's recommendations. If blistering occurs, all
blisters larger than 1/4 inch in diameter shall be broken before the subsequent
coat is applied.
End of Section
(Carlsbad Water)
(Recycling Facility) 07160 -3-
SECTION 07920
SEALANTS AND CALKING
PART 1 - GENERAL
1 .I SUMMARY
A. Throughout the Work, seal and calk joints where shown on the Drawings
and elsewhere as required to provide a positive barrier against passage
of moisture and passage of air.
B. Related work:
1. Documents affecting work of this Section include, but are not
necessarily limited to, General Conditions, Supplementary
Conditions, and Sections in Division I of these Specifications.
1.2 SUBMITTALS
A. Comply with pertinent provisions of Section 01340.
B. Product data: Within 45 calendar days after the Contractor has received
the Owner's Notice to Proceed, submit:
1. Materials list of items proposed to be provided under this Section:
2. Manufacturer's specifications and other data needed to prove
compliance with the specified requirements;
3. Manufacturer's recommended installation procedures which, when
approved by the Owner's Designated Representative, will become
the basis for accepting or rejecting actual installation procedures
used on the Work.
C. Samples: Upon request of the Owner's Designated Representative,
submit Samples of each sealant, each backing material, each primer, and
each bond breaker proposed to be used.
1.3 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen thoroughly trained and
experienced in the necessary crafts and completely familiar with the
specified requirements and methods needed for proper performance of
the work of this Section.
1.4 DELIVERY, STORAGE, AND HANDLING
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07920
-1-
A. Comply with pertinent provisions of Section 01620.
6. Do not retain at the job site material which has exceeded the shelf life
recommended by its manufacturer.
PART 2 - PRODUCTS
2.1 SEALANTS
A. Provide the following sealants, or equals approved in advance by the
Owner's Designated Representative, where called for on the Drawings or
otherwise required for a complete and proper installation.
1. Sealant Type A (at joints subjected to horizontal traffic):
a. Self-leveling, complying with ASTM C920-79, grade P, class 25;
b. Acceptable products:
(1) "Vulkem 45, one-part;''
(2) "Vulkem 245, two-part;"
2. Sealant Type 6 (at joints subject to extreme movement):
a. Non-sag, complying with ASTM C920-79, type S, grade NS,
b. Acceptable products:
class 25, use NT, M, A, and 0;
(1) "Vulkem 116, one-patt;"
(2) "Vulkem 921, one-part;''
3. Sealant Type C (at joints requiring acoustical separation):
a. Acoustical sealant;
b. Acceptable products:
(1) 'W. W. Henry's 313;"
(2) "W. W. Henry's 413;"
4. Sealant Type D (at joints not listed above):
a. Acrylic latex, complying with ASTM C834-76;
b. Acceptable products:
(1) "Pecora AC 20."
6. For other services, except as may be called for on the Drawings, provide
products especially formulated for the proposed use and approved in
advance by the Owner's Designated Representative.
c. Colors:
1. Colors for each sealant installation will be selected by the Owner's
Designated Representative from standard colors normally available
from the specified manufacturer.
substitute manufacturer except at additional charge, provide such
colors at no additional cost to the Owner.
2. Should such standard color not be available from an approved
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07920
-2-
2.2
A.
2.3
A.
2.4
A.
2.5
A.
3. In concealed installations, and in partially or fully exposed
installations where so approved by the Owner's Designated
Representative, use standard gray or black sealant.
PRIMERS
Use only those primers which have been tested for durability on the
surfaces to be sealed and are specifically recommended for this
installation by the manufacturer of the sealant used.
BACKUP MATERIALS
Use only those backup materials which are non-absorbent, non-staining,
and specifically recommended for this installation by the manufacturer of
the sealant used.
MASKING TAPE
For masking around joints, provide an appropriate masking tape which
will effectively prevent application of sealant on surfaces not scheduled to
receive it, and which is removable without damage to substrate.
OTHER MATERIALS
Provide other materials, not specifically described but required for a
complete and proper installation, as selected by the Contractor subject to
the approval of the Owner's Designated Representative.
PART 3 - EXECUTION
3.1 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will
be performed. Correct conditions detrimental to timely and proper
completion of the Work. Do not proceed until unsatisfactory conditions
are corrected.
3.2 PREPARATION
A. Concrete and ceramic tile surfaces:
wiping free from dust.
so required.
1. Install only on surfaces which are dry, sound, and well brushed,
2. At open joints, remove dust by mechanically blown compressed air if
3. To remove oil and grease, use sandblasting or wire brushing.
(Carlsbad Water)
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07920 - 3-
4. Where surfaces have been treated, remove the surface treatment by
5. Remove laitance and mortar from joint cavities.
sandblasting or wire brushing.
B. Steel surfaces:
1. Steel surfaces in contact with sealant:
a. Sandblast as required to achieve acceptable surface for bond.
b. If sandblasting is not practical, or would damage adjacent finish,
scrape the metal or wire brush to remove mill scale and rust.
c. Use solvent to remove oil and grease, wiping the surfaces with
clean white rags only.
2. Remove protective coatings on steel by sandblasting or by using a
solvent which leaves no residue.
C. Aluminum surfaces:
1. Aluminum surfaces in contact with sealant:
a. Remove temporary protective coatings, dirt, oil, and grease.
b. When masking tape is used for protective cover, remove the tape
just prior to applying the sealant.
2. Use only such solvents to remove protective coatings as are
recommended for that purpose by the manufacturer of the aluminum
work, and which are non-staining.
3.3 INSTALLATION OF BACKUP MATERIAL
A. When using backup of tube or rod stock, avoid lengthwise stretching of
the material. Do not twist or braid hose or rod backup stock.
B. Installation tool:
1. For installation of backup material, provide a blunt-surfaced tool of
wood or plastic, having shoulders designed to ride on the adjacent
finished surface and a protrusion of the required dimensions to
assure uniform depth of backup material below the sealant.
2. Do not, under any circumstance, use a screwdriver or similar tool for
this purpose.
3. Using the approved tool, smoothly and uniformly place the backup
material to the depth indicated on the Drawings or otherwise required,
compressing the backup material 25% to 50% and securing a
positive fit.
3.4 PRIMING
A. Use only the primer approved by the Owner's Designated Representative
for the particular installation, applying in strict accordance with the
manufacturer's recommendations as approved by the Owner's
Designated Representative.
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07920
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3.5 BOND-BREAKER INSTALLATION
A. Provide an approved bond-breaker where recornmended by the
manufacturer of the sealant, and where directed by the Owner's
Designated Representative, adhering strictly to the manufacturers'
installation recommendations.
3.6 INSTALLATION OF SEALANTS
A. Prior to start of installation in each joint, verify the joint type according to
details on the Drawings, or as otherwise directed by the Owner's
Designated Representative, and verify that the
required proportion of width of joint to depth of joint has been secured.
B. Equipment:
1. Apply sealant under pressure with power-actuated hand gun or
manually-operated hand gun, or by other appropriate means.
2. Use guns with nozzle of proper size, and providing sufficient pressure
to completely fill the joints as designed.
C. Thoroughly and completely mask joints where the appearance of primer
or sealant on adjacent surfaces would be objectionable.
D. Install the sealant in strict accordance with the manufacturer's
recommendations, thoroughly filling joints to the recommended depth,
E. Tool joints to the profile shown on the Drawings, or as otherwise required
if such profiles are not shown on the Drawings.
1. Provide uniformly smooth joints with slightly concave surface.
2. Do not use tooling agent unless specifically so recommended in
writing by the manufacturer of the sealant.
F. Cleaning up:
1. Remove masking tape immediately after joints have been tooled.
2. Clean adjacent surfaces free from sealant as the installation
progresses, using solvent or cleaning agent recommended by the
manufacturer of the sealant used.
the job site all debris, empty containers, and surplus material derived
from this portion of the Work.
3. Upon completion of the work of this Section, promptly remove from
END OF SECTION
(Carlsbad Water)
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(REV A - 7/01 - 60% Submittal)
07920
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Division 09
Finishes
Section 09880
CORROSION PROTECTION LINING SYSTEMS
Data Sheet
raph
General
Minimum pull-off adhesion strength test required to be conducted by r Yes
No lining material manufacturer.
Service Conditions
Chemicals to be contained at the Aluminum chloride maximum chemical temperature of
120°F [49"C) that are corrosive to E Alum: 50%
concrete.
I
15 Ammonium sulfate
Ferric chloride; 45% conc. a Ferric sulfate; up to 50% wnc.
Ferrous chloride; up to 35% conc.
C Ferrous sulfate; 19% conc.
Sodium aluminate, 40% conc.
r Sodium bisulfate
TT Sodium bisulfite; 38% conc. r Sodium chloride (solution & dry)
TT Sodium hexametaphosphate
Sodium sulfate
Sodium sulfite c Sodium thiosulfate r Other
(E None
IWhen "Other" is selected, indicate 1
Epoxy Systems Data Sheet
ara- (mcription )Data UI
- -
- -
"
"
"
the alternative chemical.
Chemicals to be contained at the maximum chemical temperature of Carbon
120'F [49"C] that will stain concrete Copper "Ifate
but'are not corrosive to concrete. r Other
F None
the alternative chemical.
When "Other" is selected, indicate I 1
1
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09880
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T :hemicals to be contained at the IFT Bentonite
laximum chemical temperature of 20°F [49"C] that are not corrosive IC Calcium cabonate
3 concrete, do not stain concrete. IC Calcium oxide
nd are not hazardous to the
nvironment. (E Diatomaceous earth
I? Soda ash
0 Sodium bicarbonate c Sodium silicate
ti Tetrasodium pyrophosphate
E Trisodium phosphate
ti Other
P None
When "Other" is selected, indicate
the alternative chemical.
Lining exposed to sunlight, UV, and atmosphere. G Yes
No
ISystem Requirements
Select type of lining system. C Coating, non-reinforced
li Lining, mat reinforced with flexible
basecoat
Location(s) where coating corrosion
protection system is required.
Chemical Storage Areas
protection system is required. Chemical Storage Areas Location(s) where lining corrosion
(Carlsbad Water)
(Recycling Facility) 09880 -2-
Vinyl Ester Systems Data Sheet I
ara- tDescriPtion IData L
wh
General
test required to be conducted by r Yes Minimum pull-off adhesion strength
No lining material manufacturer.
Service Conditions
Chemicals to be contained at the Carbon dioxide (carbonic acid) maximum chemical temperature of
120°F 149'Cl that are corrosive to c Chlorine
concrete. IC Chlorine dioxide (solution)
ti Citric acid; 34% conc.
C Disodium phosphate
I- Phosphoric Acid: 85% conc.
Polyaluminum chloride
Sodium chlorite; 25% conc.
I? Sulfur dioxide (solution) 1% conc.
E Other
None
"
the alternative chemical.
When "Other" is selected, indicate
Coagulant chemicals (aluminum
No sulfate @48.5%; ferric sulfate @
r Yes
50%; ferric chloride @ 45% [any of
them]) to be contained at the
maximum chemical temperature of
concrete.
120°F [49"C] that are corrosive to
Chemicals to be contained at the r Potassium penanganate maximum chemical temperature of
120°F [49"C] that will stain concrete r Other
but are not corrosive to concrete. p None
When "Other" is selected, indicate
the alternative chemical.
t
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Chemicals to be contained at the
c Aqua Ammonia; UP to 29.4% 120°F [49"C] that are not corrosive maximum chemical temperature of
I C Anhydrous ammonia (gas)
o concrete, bo not stain concrete, IT Carbon dioxide (gas, 1 lend are not hazardous to the
Chlorine (gas)
E Polyphosphate
r Sulfur dioxide (gas)
C Other
E None
When "Other" is selected, indicate
the alternative chemical.
atmosphere.
Lining exposed to sunlight, UV. and
System Requirements
G yes
r Coating, non-reinforced Select type of lining system.
r No
Lining, mat reinforced with rigid
basecoat
ci Lining, mat reinforced with fiexlbie
basecoat
coating corrosion protection system
Location@.) where a non-reinforced
is required.
Location(s) where a mat reinforced with rigid basecoat lining corrosion
protection system is required.
with flexible basecoat lining Location(s) where a mat-reinforced
corrosion protection system is required.
(Carlsbad Water)
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L Vinyl Ester with Graphite Systems Data Sheet I
ara- IDescription IData UI
raph
General
Minimum pull-off adhesion strength test required to be conducted by r Yes
No lining material manufacturer.
Service Conditions
Chemicals to be contained at the Ammonia silicofluoride
indicated, that are corrosive to
concrete. Hydrofluosilicic Acid up to 30%
Sodium fluoride
Sodium Hydroxide; 150°F [66"Cl
R Sodium Hypochlorite: up to 15%
C Sodium silicofluoride (dry or wet)
C Other
None
When "Other" is selected, indicate
the alternative chemical.
Chemicals to be contained at the
maximum chemical temperature
are not corrosive to concrete.
indicated that will stain concrete but
Chemicals to be contained at the [r Calcium hydroxide (lime) maximum chemical temperature
indicated that are not corrosive to
concrete, do not stain concrete, and C Dolomitic lime are not hazardous to the
environment. [r Other
the alternative chemical.
When "OtheP is selected, indicate
atmosphere.
Lining exposed to sunlight, UV, and Yes
Dolomitic hydrated lime
r NO I I \System Requirements
Iselect type of lining system. C Coating, non-reinforced
basecoat
Lining, mat reinforced with rigid
E basecoat
Lining, mat reinforced with flexible
Location@) where a non-reinforced oating corrosion protection system
is required.
t
nits
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09880
-5-
Location(s) where a mat-reinforced with rigid basecoat lining corrosion
protection system is required.
Location(s) where a mat-reinforced with flexible basecoat lining
corrosion protection system is
required.
Novolac EDOW Svstems Data Sheet
Para- Description
graph
Data Units
General
test required to be conducted by
Minimum pull-off adhesion strength
Service Conditions
lining material manufacturer.
r Yes
No
Chemicals to be contained at the sulfuric Acid; up to 98% cone, @ maximum chemical temperature E 150'F [66"C]
indicated that are corrosive to
concrete. r None
Other
When "Othef is selected, indicate the alternative chemical.
Chemicals to be contained at the
chemical temperature
will stain concrete but
are not corrosive to concrete.
Chemicals to be contained at the
maximum chemical temperature
I
concrete, do not stain concrete, and
indicated that are not corrosive to
I environment.
are not hazardous to the
atmosphere.
Lining exposed to sunlight, UV, and (i yes
System Requirements
Select type of lining system. r Coating, non-reinforced
~~~ ~~~
r No
Lining, mat reinforced with rigid
basecoat
Lining, mat reinforced with flexible
basecoat
coating corrosion protection system
Location(s) where non-reinforced
is required.
Location(s) where mat-reinforced
with rigid basecoat lining corrosion
protection system is required.
(Carlsbad Water)
(Recycling Facility) 09880
-6-
Location@) where mat-reinforced with flexible basecoat corrosion
protection system is required.
(Carlsbad Water)
(Recycling Facility) 09880
-7-
Section 09880
CORROSION PROTECTION LINING SYSTEMS
PART 1 - GENERAL
1-1. SCOPE. This section covers furnishing and installation of corrosion
protection systems to be applied to floors and walls at the chemical storage
facilities as required and as indicated on the drawings. This section covers
concrete surface preparation, furnishing and application of a corrosion protection
system suitable for each set of specified service conditions, the engineering field
services to be provided by the material manufacturer, and any appurtenances
that are required to provide a completed corrosion protection system.
1-1.01. Terminoloqy. When the phrase "as required" is stated in this
section it shall mean "as required in the attached Data Sheet".
1-2. QUALITY ASSURANCE.
1-2.01. Manufacturer's Field Services. The applicator of the protection system
shall contact the corrosion protection system material manufacturer during the
bidding phase of the project and shall include in the cost of this work the
estimated cost of the manufacturers engineering field services as specified.
The field services provided by the material manufacturer shall include review of
the project before surface preparation; approving the applicator, the materials,
and the procedure to be used; provide the adhesion testing, if testing for
adhesion is required to determine compliance with the specified minimum pull-off
adhesion strength; observation and approval of the surface preparation; and
observing the application. The field representative of the protection system
material manufacturer shall submit, through CONTRACTOR, written approvals of
the proposed protection system materials, application procedures, applicator,
and surface preparation. The field representative shall be an employee of the
material manufacturer.
Contractor shall notify the material manufacturer and Engineer at least 10 days
prior to anticipated date of placement of the protection system.
1-2.02. ADDlicator. The protection system applicator shall submit a satisfactory
experience record including references for previous application of the specified
protection system to concrete structures of similar design and complexity, The
material manufacturer shall approve the applicator in writing.
(Carlsbad Water)
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09880
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1-3. SUBMITTALS. Complete specifications and data on the protectiqn system,
application instructions and procedures, and material manufacturer's approvals of
the protection system furnished under this section shall be submitted in
accordance with the submittals section. The protection system manufacturer
shall provide certification for each component of the protection system that will
provide corrosion resistance for the specified service conditions. The material
manufacturer after application of the protection system shall certify that the
protection system is free of pinholes and holidays.
1-4. DELIVERY, STORAGE, AND HANDLING. The material shall be delivered
to the jobsite in original unopened containers with labels intact. Protection
system components shall be stored indoors in an appropriate location and
environment in accordance with the manufacturer's recommendations and shall
be protected against freezing.
Shipping shall be in accordance with the shipping section. Handling and storage
shall be in accordance with the handling and storage section.
1-5. WARRANTY. Material manufacturer shall warrant the chemical resistance
of each corrosion protection system for a period of three years from the date of
Substantial Completion when exposed to the customer's normal operating
conditions as stated in the specification. This warranty shall not cover wear and
tear such as abrasion resistance or mechanical abuse.
PART 2 - PRODUCTS
2-1. PERFORMANCE AND DESIGN REQUIREMENTS.
2-1.01. Service Conditions. The linings shall provide splash and spill protection
for 72 hours from the chemicals as required.
The lining will be exposed to sunlight and atmospheric conditions as required.
2-2. MATERIALS. Materials shall be suitable for the specified service
conditions. Products composing the corrosion protection system shall be
chemically resistant to the chemicals, concentrations, temperatures, exposure
times, and other relevant service conditions. In many cases, repair materials,
primers, flexible basecoats, and other ancillary products that will be protected by
a corrosion resistant and/or wear resistant layer of the protection system and
may not be required to meet these criteria provided the overall protection system
complies with the performance criteria. Each. product of the protection system
that complies with the performance requirements shall be certified as such by the
protection system manufacturer. When recommended by the lining
manufacturer, a vapor barrier shall be included as part of the corrosion protection
system at no additional cost.
(Carlsbad Water)
(Recycling Facility)
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Each corrosion protection system specified is manufacturered by Dudick, Inc.
Acceptable alternative manufacturers that may have a corrosion protection
system that will satisfy the specified service conditions that may be furnished
subject to review and acceptance by ENGINEER are General Polymers, KCC
Corrosion Control Co. Ltd., Plasite, PolySpec Corporation, and Tnemec, without
exception. Other manufactuers and their corrosion protection systems will not be
acceptable.
2-2.01. Epoxv Protection Svstems. When an epoxy lining or coating system is
required, the type of system and the specific products shall be as required.
2-2.01.01. Euoxv Coatina Protection Svstem. Not Used
2-2.01.02. Euoxv Flexible Lininq Protection Svstem. When an epoxy lining
system with a flexible basecoat is required, the corrosion protection system shall
be a two-component, 100 percent solids, solvent-free, epoxy resin, silica filled,
fiberglass mat reinforced flexible basecoat, high-build protective and
waterproofing lining, Dudick "Protecto-Flex 31 0". All resins in this system shall
be 100 percent solids with at least two components. The concrete surface primer
shall be a conductive, amine cured epoxy resin, Dudick "Primer 67C". The
flexible basecoat shall be certified by the material manufacturer as capable of not
less than 50 mils of differential movement without damaging the corrosion
protection system. The basecoat shall be a flexible epoxy resin with silica fillers
with a chopped strand mat reinforcement and saturant. The finish coats shall be
amine cured epoxy resin.
2-2.02. Vinvl Ester Protection Svstems. When a silica filled vinyl ester lining or
coating system is required, the type of system and the specific products shall be
as required.
2-2.02.01. Vinvl Ester Coatina Protection Svstem. Not Used.
2-2.02.02. Vinvl Ester Riqid Lininq Protection Svstem. Not Used
2-2.02.03. Vinvl Ester Flexible Lininq Protection Svstem. When a vinyl ester
lining system with a flexible basecoat is required, the corrosion protection system
shall be a two component, 100 percent solids, solvent-free, high-build protective
and waterproofing lining, Dudick "Protecto-Flex 800". Concrete surface primer
shall be a epoxy resin containing conductive fillers, 100 percent solids, Dudick
"Primer 67C". The flexible basecoat shall be certified by the material
manufacturer as capable of not less than 50 mils of differential movement without
damaging the corrosion protection system. Flexible basecoat with reinforcement
shall be epoxy resin with silica fillers. Reinforcement shall be chopped strand
mat. Saturant for reinforcement shall be epoxy resin. Finish coats shall be a two
component, 100 percent solids, solvent-free, vinyl ester resin.
(Carlsbad Water)
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-1 0-
2-2.03. Vinvl Ester With Graphite Filler Protection Svstems. When a graphite
filled vinyl ester lining or coating system is required, the type of system and the
specific products shall be as required.
2-2.03.01. Vinvl Ester With Graphite Filler Coatins Svstem. Not Used
2-2.03.02. Vinvl Ester With Graphite Filler Riaid Lininq Svstem. Not Used
2-2.03.03. Vinvl Ester With Graphite Filler Flexible Linina Svstem. The corrosion
protection system shall be a two component, 100 percent solids, solvent-free,
vinyl ester resin, graphite filled, mat reinforced flexible basecoat, high-build
protective and waterproofing lining, Dudick "Protecto-Flex 805". Concrete
surface primer shall be a epoxy resin containing conductive fillers, 100 percent
solids, Dudick "Primer 67C. The flexible basecoat shall be certified by the
material manufacturer as capable of not less than 50 mils of differential
movement without damaging the corrosion protection system. Flexible basecoat
with reinforcement shall be epoxy resin with silica fillers. Reinforcement shall be
chopped strand mat. Saturant for reinforcement shall be epoxy resin. Finish
coats shall be a two component, 100 percent solids, solvent-free, graphite filled
vinyl ester resin.
2-2.04. Novolac Vinvl Ester Protection Svstems. Not Used
2-2.04.01. Novolac Vinvl Ester Coating Protection Svstem. Not Used
2-2.04.02. Novolac Vinvl Ester Riaid Linina Protection Svstem. Not Used
2-2.04.03. Novolac Vinvl Ester Flexible Linina Protection Svstem. Not Used
2-2.05. Novolac EDOXV Protection Svstems. When a novolac epoxy lining or
coating system is required, the type of system and the specific products shall be
as required.
2-2.05.01. Novolac EDOW Coatinq Protection Svstem. Not Used
2-2.05.02. Novolac EDOXV Rigid Linina Protection Svstem. Not Used
2-2.05.03. Novolac EDOXV Flexible Linina Protection Svstems. The novolac
epoxy corrosion protection system shall be a two component, 100 percent solids,
solvent-free, novolac epoxy resin, silica filled, high-build protective and
waterproofing coating, Dudick "Protecto-Flex 1 OOXT". Concrete surface primer
shall be a epoxy resin containing conductive fillers, 100 percent solids content,
Dudick "Primer 67C". The flexible basecoat shall be certified by the material
manufacturer as capable of not less than 50 mils of differential movement without
damaging the corrosion protection system. Flexible basecoat with reinforcement
(Carlsbad Water) (Recycling Facility) 09880
-1 1-
shall be an epoxy resin with silica fillers and chopped strand fiberglass mat.
Saturant for reinforcement shall be epoxy resin. Finish coats shall be a two
component, 100 percent solids, novolac epoxy resin.
2-2.06. EDOXY Filler Compound. Epoxy filler compound for concrete surfaces
shall be a two-component, 100 percent solids epoxy filler or as recommended by
the corrosion protection system material manufacturer.
2-2.07. Corrosion Resistant CaulkinqlSealant. Chemical resistant
caulkinglsealant shall be suitable for the specified service conditions and shall be
as recommended, in writing, by the protection system material manufacturer.
PART 3 - EXECUTION
3-1. GENERAL. All details, methods, and procedures of mixing, surface
preparation, bonding, application, finishing, curing, and protection of the
protection system shall be in strict accordance with the recommendations of the
material manufacturer. The applicator shall comply with the recommendations of
the material manufacturer's engineering field representative.
3-2. SURFACE PREPARATION. All surfaces shall be free of objectionable
substances and shall meet the manufacturer's recommendations for surface
preparation. If the lining material manufacturer recommends any other surface
preparation, it shall be brought to ENGINEER'S attention and may be
incorporated into the work if acceptable to ENGINEER.
All surfaces shall be dry when coated or lined, and shall be free from dirt, dust,
sand, mud, oil, grease, rust, mill scale, and other objectionable substances. Oil
and grease shall be completely removed as recommended by the material
manufacturer before mechanical cleaning is started.
3-2.01. Concrete Surfaces. Concrete surfaces shall be prepared in accordance
with SSPC-SP13lNACE 6. Concrete surfaces shall be prepared until they are
acceptable to the lining material manufacturer. Surfaces shall be free of cracks,
pits, projections, or other imperfections that would interfere with the formation of
a smooth, unbroken coating film.
If any repairs to existing concrete are required, they shall be made as part of the
surface preparation in accordance with the concrete repair section.
New concrete shall be cured for at least 28 days before lining is applied and shall
be ready to receive the lining as determined by the material manufacturer.
Concrete surfaces shall be tested for capillary moisture in the concrete in
accordance with ASTM D4263. There shall be no capillaty moisture migration
after 24 hours as determined by the test method. If the manufacturer
(Carlsbad Water) (Recycling Facility) 09880
-12-
recommends using the calcium chloride test method to test for capillary moisture
migration in the concrete and the test results exceed 3 pounds per 24 hours per
1,000 square feet or more stringent conditions recommended by the lining
manufacturer, the corrosion protection system shall include a vapor barrier that is
recommended by the protection system manufacturer.
Adhesion testing shall be conducted as specified herein after the concrete
surface has been prepared and approved by the lining material manufacturer.
Adhesion strength test results shall exceed 500 psi or a higher value if
recommended by material manufacturer.
All concrete surfaces to be lined shall be cleaned in accordance with ASTM
D4258 and abrasive blasted in accordance with ASTM D4259. Before the lining
is applied, the surfaces shall be thoroughly washed or cleaned by air blasting to
remove all dust and residue. The CONTRACTOR shall repair all concrete
surfaces that have spalls, voids, and cracks and shall remove all fins and other
surface projections to produce a flush surface for application of the protection
system.
Surface profile shall be at least 4 mils for a coating protection system and at least
22 mils for a lining protection system, but shall not be less than 25 percent of the
dry film thickness specified for the corrosion protection system.
Concrete surfaces, including those with bug holes less than 1 inch in any
dimension, shall be prepared using an epoxy concrete filler or as recommended
by the material manufacturer and acceptable to ENGINEER.
3-2.02. Metal Surfaces. Not Used
3-3. MIXING AND THINNING. Materials shall be thoroughly mixed each time
any is withdrawn from the container, and the containers shall be kept tightly
closed except while the material is being withdrawn.
Protection system components shall be mixed to proper consistency and
viscosity in accordance with the manufacturer's recommendations. Thinning will
not be permitted. No adulterant, unauthorized thinner, or other material not
included in the formulation, shall be added to the protection system components
for any purpose
3-4. APPLICATION. Corrosion protection system shall be applied in accordance
with the manufacturer's recommendations and in a neat manner, with finished
surfaces free of runs, sags, ridges, laps, and brush marks. In no case shall the
wet film thickness of applied protection system be less than the thickness
recommended by the material manufacturer.
Grit shall be broadcast into first finish lining coat to produce an anti-skid surface.
(Carlsbad Water)
(Recycling Facility) 09880 -1 3-
Each coat shall be applied over the previous coat in accordance with the
recommendations of the material manufacturer. Each coat shall be applied in a
manner that will produce an even film of uniform and proper thickness. In no
case shall coating be applied at a rate of coverage which is greater than the
maximum rate recommended by the material manufacturer.
Recoating shall be applied in accordance with manufacturer's recommendations.
Alternate coats shall be of contrasting colors to facilitate in obtaining complete
coverage. The first coat shall be a dark color.
Protection system showing checks, blisters, excessive sags, teardrops, or fat
edges will not be acceptable and shall be entirely removed and the surface
recoated. The protection system shall be free of pinholes and holidays.
Protection system shall be applied when surface temperature is at least 50°F and
at least 5°F above dew point, and relative humidity is 85 percent or lower.
Protection system shall not be applied in direct sunlight or when the temperature
of the concrete is rising. Preferably the protection system shall be applied when
the temperature of the concrete is dropping.
When applying high build protection system with a roller or brush and where a
dry film thickness of at least 4 mils per coat is required, two or more coats shall
be applied to achieve the recommended dry film thickness equal to a spray
applied coating.
3-4.01. EDOW Protection Svstems.
3-4.01.01. EDOXV Coatinq Protection Svstem. Not Used
3-4.01.02. EDOXV Flexible Lininq Protection Svstem. The corrosion protection
system shall be applied in four or more coats. The system shall consist of one
prime coat, one basecoat with reinforcement and saturant, and two or more finish
coats. The prime coat shall be at least 6 mils wet film thickness (WFT). The
basecoat shall be trowel applied, to a thickness that provides the specified
minimum differential movement. The reinforcement shall be pressed firmly into
the basecoat, and then saturated with the basecoat resin mixture. Each finish
coat shall be 8 mils dry film thickness (DFT). The protection system shall have a
total thickness of at least 90 mils DFT.
3-4.02. Vinvl Ester Protection Svstems.
(Carlsbad Water)
(Recycling Facility) 09880
-14-
3-4.02.01. Vinvl Ester Coatinq Protection Svstem. Not Used
3-4.02.02. Vinvl Ester Riqid Lining Protection System. Not Used
3-4.02.03. Vinvl Ester Flexible Lining Protection Svstem. The corrosion
protection system shall be applied in four or more coats. The protection system
shall consist of one prime coat, one basecoat, reinforcement and saturant, and
two or more finish coats. The prime coat wet film thickness shall be at least
5 mils. The basecoat shall be trowel applied, to a thickness that provides the
specified minimum differential movement. The reinforcement shall be pressed
firmly into the basecoat, and then saturated with the basecoat resin mixture.
Each finish coat shall be 15-20 mils dry film thickness. The protection system
shall have a total dry film thickness of at least 100 mils.
34.03. Vinyl Ester With Graphite Filler Protection Svstems.
3-4.03.01. Vinvl Ester With Graphite Filler Coatinq System. Not Used
3-4.03.02. Vinvl Ester With Graphite Filler Riqid Lininq Svstem. Not Used
3-4.03.03. Vinvl Ester With Graphite Filler Flexible Lininq Svstem. The corrosion
protection system shall be applied in four or more coats. The protection system
shall consist of one prime coat, one basecoat, reinforcement and saturant, and two
or more finish coats, The prime coat wet film thickness shall be at least 5 mils.
The flexible basecoat shall be trowel applied, to a thickness that provides the
specified minimum differential movement. The reinforcement shall be pressed
firmly into the basecoat, and then saturated with the basecoat resin mixture. Each
finish coat shall be 15-20 mils dry film thickness. The protection system shall have
a total dry film thickness of at least 100 mils.
3-4.04. Novolac Vinvl Ester Protection Svstems. Not Used
3-4.04.01, Novolac Vinyl Ester Coatino Protection Svstem. Not Used
3-4.04.02. Novolac Vinvl Ester Riqid Linino Protection Svstem. Not Used
3-4.04.03. Novolac Vinvl Ester Flexible Linina Protection Svstem. Not Used
3-4.05. Novolac EDOW Protection Svstems.
3-4.05.01. Novolac EDOW Coatinq Protection Svstem. Not Used
3-4.05.02. Novolac EDOW Riqid Linina Protection Svstem. Not Used
(Carlsbad Water) (Recycling Facility)
09880
-15-
3-4.05.03. Novolac Epoxv Flexible Lininq Protection Svstems. The corrosion
protection system shall be applied in four or more coats. The protection system
shall consist of one prime coat, one basecoat, reinforcement and saturant, and
two or more finish coats. The prime coat wet film thickness shall be at least
4 mils. The basecoat shall be trowel applied, to a thickness that provides the
specified minimum differential movement. The reinforcement shall be pressed
firmly into the basecoat, and then saturated with the basecoat resin mixture.
Each finish coat shall be 15-20 mils dry film thickness. The protection system
shall have a total dry film thickness of at least 100 mils.
3-4.06. Corrosion Resistant CaulkinalSealant. Corrosion resistant
caulkingkealant shall be used at any penetration in the lining, such as at
anchorage of pipe supports and chemical storage tanks.
3-5. FIELD QUALITY CONTROL. The surfaces shall be cleaned and prepared
as needed to properly conduct the visual inspection, spark testing, and adhesion
testing. All inspection and testing shall be witnessed by ENGINEER. Repairs
shall be acceptable to ENGINEER.
3-5.01. Visual Inspection. The surface of the liner shall be visually inspected for
areas showing poor adhesion, air inclusion, or other imperfections in the lining
that prevent a complete seal of the surfaces.
3-5.02. Spark Testinq. All detected holidays and pinholes shall be marked and
repaired as recommended by the material manufacturer.
3-5.02.01. Concrete Surfaces. After the linings are applied, the material
manufacturer shall spark-test all lined concrete surfaces using a high-voltage
electrical spark tester in accordance with ASTM D4787 and set at the
recommended voltage, or as a minimum at 100 volts per mil of liner thickness.
Before beginning the spark testing the material manufacturer shall verify the
testing equipment is working properly. The electrode movement shall be
continuous and shall proceed in a systematic manner that will cover I00 percent
of the lining surface. A carbon fiber brush shall be used on the sensor electrode,
3-5.02.02. Metal Surfaces. Not
3-5.03. Adhesion Testing. Before application of the lining, an adhesion test shall
be conducted on a properly prepared concrete surface that is acceptable to the
material manufacturer and ENGINEER. The test area shall be at least 2 square
feet [0.19 sq. m] to allow a minimum of three tests to be conducted. The test
area shall be coated with the specified system and cured as recommended by
the material manufacturer. Pull-off strength adhesion tests shall be conducted by
the material manufacturer in accordance with ASTM D4541 using an Elcometer
tensile adhesion tester. At least three adhesion tests shall be conducted and the
results averaged. Adhesion strength shall equal or exceed the minimum
(Carlsbad Water)
(Recycling Facility) 09880 -16-
adhesion strength recommended by the material manufacturer and shall exceed
the tensile strength of the concrete.
If the lining fails the adhesion test, the cause of the failure shall be determined
and corrected before the test is repeated.
3-6. PROTECTION. Care shall be taken to prevent coating from being dropped
or spilled on adjacent surfaces, buildings, structures, or facilities. All surfaces so
damaged shall be cleaned, repaired, replaced, or painted as acceptable to
ENGINEER.
End of Section
(Carlsbad Water) (Recycling Facility) 09880
-1 7-
Section 09940
PROTECTIVE COATINGS
Data Sheet
!Para- \Description Data
igraph 1
!General I
other sections. Coatings and painting covered in p Architectural painting
Dampproofing of concrete when
NSF compliance not required
E Water repellant for masonry
ITT Elastomeric deck coverings
r Steel tank coating r Other
I
! Not Applicable
!When "Other" is selected, indicate the alternatives.
Custom colors are required. r Yes
(i No
IWhen "Yes" is selected, indicate the
, required.
number of custom colors that will be
1-4 Coating system data sheet Quality assurance Options required. r certifications.
Special interior coating systems.
When special coatings are required,,
indicate the systems.
Limiting Requirements ~
;2-2 VOC compliance required. '(i Yes
C No
When "Yes" is selected, indicate the
VOC requirements.
~
Potable water service conditions ~ (i Yes 1 r NO
Wastewater service conditions. (i Yes
r NO
4
i I I
-4
___i i
(Carlsbad Water) (Recycling Facility) 09940 -1-
i IMateriab I I I
i Primers - Additional Other 1
!
I I! /r Other 2 i
I
p Not applicable
~
le primer.
Vhen "Other 2" is selected, indicate
le Drimer. I
ttermediate and Finish Coatings -
,dditional c Other 1
E Other 2
I? Other 3
C: Other 4 ill; Other 5
~,~ ~
tu Not aDDlicable
~
the coating When "Other 1" is selected, indicate
I /When "Other 2" is selected, indicate
,.
I !
t i
the coating. 1
When "Other 3 is selected, indicate ~
the coating. ~
When "Other 4 is selected, indicate the coating.
When "Other 5" is selected, indicate the coating.
iFinish Coating Systems - Additional Additional System I
~
_.
/C Additional System II
F Additional System 111
C. Additional System IV
K Additional System V I E Not applicable
When "Additional System I" is
selected. indicate the system.
When "Additional System 11" is selected, indicate the system.
i When "Additional System 111" is
selected, indicate the system
When "Additional System Iv' is ~ selected, indicate the system. i
When "Additional System v' is selected, indicate the system.
IField Quality Control
-"
1
i
(Carlsbad Water)
(Recycling Facility) 09940
-2-
~ /Additional field quality control iT Spark testing irequirements r Adhesion testing
C Other
E Not applicable 1
When "Othef is selected, indicate requirement.
Metal Surfaces Coating Schedule I
exposed to view or to the elements
Structural and miscellaneous steel jv Non-galvanized
in exterior locations. (Galvanized 0 Galvanized
surfaces are not to be coated unlessp Other j 1 I otherwise required.) -
C Not applicable I'
When "Other is selected indicate
other surfaces that require coating.
Finish coating system required for C Finish Coating System A6
jtwo rows. surfaces indicated in the previous C Other I
When "Other is selected, indicate
the alternative finish coating system.
exDosed to view inside buildinas. p - Non-galvanized I Structural and miscellaneous steel
I
I I
coated unless as required.
(Galvanized surfaces are not tlo be r Galvanized I /r Other
K Not applicable ~
When "OtheV is selected indicate
other surfaces that require coating.
When "OtheP is selected, indicate
/C Other ~
two rows.
surfaces indicated in the previous r Finish Coating System A2 Finish coating system required for
1-
the alternative system.
Surfaces requiring coating 'E Steel doors
P Door frames
C Steel handrails
C: Steel floor plates
E Other
I7 Not applicable
11
i
~
1
When "Other" is selected indicate other surfaces that require coating. I
Finish Coating System required for rz Finish Coating System A8
the surfaces indicated in the two , i
IDrevious rows. j C Other i
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09940
-3-
When "Other" is selected, indicate 1
alternative finish coating system. i
Unless otherwise specified or as required, pumps, motors, speed (i Finish Coating System E6
Other reducers, and other machines and
C Not applicable equipment exposed to view
When "Other" is selected, indicate
alternative finish coating system.
(Actuator surfaces for the indicated C Sluice gates I !equipment require coating, unless C Slide gates ~ lfactory finished. lr Control weirs
TT Other
I7 Not applicable
I
~
I
I!
1
1 (i Not applicable i
1
When "Other" is selected, indicate
the additional equipment. ,
the surfaces indicated in the two r Other previous rows.
IWhen "Other" is selected, indicate
the alternative finish coating system.
Digester covers, all iron and Steel I r Finish Coating System E6 parts that will be exposed to view.
i c Finish Coating System E6 Finish Coating System required for
11 r Other
~
I I When "Other" is Selected, indicate
the alternative finish coating system.
Metal curbs for skylights and power
roof ventilators. I
(i Finish Coating System AI
i
I ~ r Other
r Not applicable
When "Other" is selected, indicate
alternative finish coating system.
'and enclosure.
Exterior of elevator car, car frame, r Finish Coating System AI 1
r Other
P Not applicable
When "Other" is selected, indicate
I !the alternative finish coating system./ ~
Interior of elevator car, car gates, !r Finish Coating System AI
and hoistway doors and frames. It Other
!
! i 1 Not applicable I I I
the alternative finish coating system.
(Carlsbad Water)
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09940
-4-
1 jsteel in hoistway. Jc Other
-I r ]Elevator guiderails and structural 1 r Finish Coating Svstem A2
~ (i Not applicable I
When "Other" is selected, indicate
alternative finish coating system.
Heating and air conditioning units,
convector covers, electrical 6 Finish Coating System E8
~ r Other 1
[Items and equipment (unless factory1 Not applicable I
!finished) exposed to view.
When "Other" is selected, Indicate
the alternative finish coating system.
texposed to view indoors.
~
I I lequipment cabinets, and similar
~ !Surfaces of cranes and hoists r Finish Coating System E2
I 1 1 r Other I I I 6 Not applicable
When "Other" is selected, indicate
the alternative finish coating system., I
~
lexposed to the elements outdoors. Surfaces of cranes and hoists 1 f Finish Coating System E6
IC Other ! I I
I
II I I 1 ci. Not applicable I
When "Othe? is selected, indicate
the alternative finish coating system.
/Dockboard and metal parts of dock r Finish Coating System E8
elements.
bumpers exposed to view or to the r Other
ci. Not applicable
When "Other" is selected, indicate
the alternative finish coating system.
Steel yard lighting poles exposed to
view or to the elements. 6 Finish Coating System AB
I !
r Other ic Not applicable I
the alternative finish coating system.
When "Other" is selected, indicate
Cast Iron and steel piping inside (i Finish Coating System /Q
flanges, bolts, supports, and buildings, including valves, fittings, r Other
accessories, and galvanized
surfaces after proper priming C Not applicable
When "Othef is selected, indicate
the alternative finish coating system.
1
(Carlsbad Water) (Recycling Facility) 09940 -5-
Cast Iron and steel piping above IC Finish Coating System A6
grade exposed to the elements and
to view outdoors, including valves,
surfaces after proper priming.
accessories, and galvanized Not applicable fittings, flanges, bolts, supports, and
Other
fittings and valves. C Finish Coating System F2 Copper pipe and tubing, including
the alternative finish coating system.
When "Other" is selected, indicate
C Finish Coating System F6
IC Finish Coating System F7
IC Other
~
I I j r Not applicable
I I When "Other" is selected, indicate
the alternative finish coating system.
Enclosed type screw pumping
equipment, all iron and steel exterior C Finish Coating System E7
surfaces exDosed to uv exceDt r Other
/stainless steel, motors, and speed
Ireducers. Not applicable
IWhen "Other" is selected, indicate !
the alternative finish coating system.!
Open type screw pumping r Finish Coating System E7 equipment, all iron and steel exterior
surfaces exposed to UV except
[stainless steel, motors, and speed
Other
(the alternative finish coating system. !When "Other" is selected, indicate
ireducers. Not applicable
iequipment, all iron and steel interior lopen type screw pumping C Finish Coating System E4
isurfaces including the screw C Other
1 motors, and speed reducers
surfaces except stainless steel,
land accessories, all Iron and steel
the alternative finish coating system.
When "Other" is selected, indicate
Not applicable
r Finish Coating System E5 \parts except platform, walkwav,
rz Finish Coating System E4 Circular sludge collecting equipment
!
! walkway beams, motors and speed 1
reducers, and other iron or steel
parts above the walkway. 1; z!ypplicable
!When "Other" is selected, indicate 1
jthe alternative finish coating system.
Circular sludge Collecting equipment C Finish Coating System E6 platform, walkway, walkway beams,
and other iron or steel parts and Other
accessories above the walkway Not applicable lexcept motors and speed reducers.
I =I i
I- i
(Carlsbad Water)
(Recycling Facility)
09940
-6-
1 When "Other" is selected, indicate 1
! the alternative finish coating system.;
Straight-line sludge collecting
equipment and accessories, all iron f Finish Coating System E4
f Finish Coating System E5 and steel parts except motors,
/speed reducers, sprockets, chains, 1 Other and stainless steel.
IF Not applicable
l the alternative finish coating system. when "Othe? is selected, indicate
Basin launders, troughs, weir plates, F Finish Coating System A4 I and accessories. ~
~
if Other !
~
~ f Not applicable
i When "Other" is selected, indicate
the alternative finish coating system.
steel surfaces except stainless
Rapid mix equipment, all Iron and
Other steel, motors, and speed reducers.
C Finish Coating System E4 I
f Not applicable I
When "Other" is selected, indicate '
the alternative finish coating system.
'Surface aeration equipment, all Iron f Finish Coating System E4 and steel surfaces except stainless 1 steel, motors, and speed reducers. other
C Not applicable . When "Other" is selected, indicate
the alternative finish coating system,
,411 metal SLIrfaCeS, UnleSS otherwise f Finish Coating System E2 orA9 I (specified, which will be submerged
!or buried, all or in part, including Finish Coating System E3 i lgates, but excluding piping laid in lvalves, and scum baffles, and sluice
I
!
Other
I /the ground. C Not applicable
When "Other" is selected, indicate
he alternative finish coating system.
All fully or partially submerged f Finish Coating System E2 or A9
aeration mixing, and sludge mixing Finish Coating System E3 surfaces of screening, grit removal,
I When "Other" is selected, indicate
the alternative finish coating system.
Sludge inlet hoppers lining ~r Finish Coating System E10 I
I j r Other
~ C Not applicable
I
~
(Carlsbad Water)
(Recycling Facility) 09940 -7-
the alternative.
hhen "Other is selected, indicate i
Miscellaneous castings, including 1 r Finish Coating System U or ~g ~ lmanhole rings and covers, and i lmanhole steps. (One coat, if not ~ r Finish Coating System E3 1 'foundry dipped.) II Ir Other i
(i- Not applicable
I I i
IWhen "Other is selected. indicate I I
the alternative finish coating system.
Cast iron and steel piping in
r Finish Coating System E5 I! aeration basin, and similar
manholes, wetwells, grit basin, (i- Finish Coating System A4 or A9
I locations, including valves fittings, i
~
Other I
flanges, bolts, supports, and
accessories.
the alternative finish coating system.
When "Other" is selected, indicate
r Not applicable
-~ i
I II metal harness anchorage for /G Finish Coating System ~g
r Other
r Not applicable
When "Other" is selected, indicate
the alternative finish coating system.
Digester covers, all iron and steel ! r Finish Coating System ~10
parts that will be fully or partially
submerged, exposed to sewage Finish Coating System Ell
digester mixing equipment.
gas, or concealed inside; and
/When "Other" is selected. indicate 1
!r Other 1 (i- Not applicable
the alternative finish coating system,
Cast iron filter surface wash piping
r Other bolts, and supports.
inside filter boxes, including fittings, r Finish Coating System E3 I
! (i- Not applicable I
IWhen "Other is selected. indicate I 1
the alternative finish coating system.
Exterior surfaces of extension
C Indoors - Finish Coating System E2 chemical feeders. hoppers and accessories for iI: Outdoor - Finish Coating System E6
I I I C Other
E Not applicable
!When "Other is selected. indicate lthe alternative finish coating system. 1
(Carlsbad Water)
(Recycling Facility) 09940 -8-
i (Exterior surfaces of Carbon Steel \[IT Indoors - Finish Coating System AI 1 chemical tanks. I F Outdoor - Finish Coating System A6
Other
E Not applicable
When "Other" is selected, indicate 1
the alternative finish coating system. 1
supports and miscellaneous metal
for equipment handling. C Finish Coating System A2
r Other
C Not applicable 1
I the alternative finish coating system.
'When "Other" is selected, indicate
IAluminum in Contact with Concrete. C Finish Coating System F1
r Other
C Not applicable
When "Other" is selected, indicate
the alternative finish coating system.' ~
r Finish Coating System H12 Boiler breeching and other surfaces hich will be hot during operation. C Finish Coating System HI3
.f Other 11
1 C Not applicable
I I When "Other" is selected, indicate
the alternative finish coating system.
Pneumatic Conveyor Piping. r Finish Coating System H12
I r Other
G Not applicable I ! When "Other" is selected, indicate lthe alternative finish coating system.,
vacuum Pump discharge Piping. r Finish Coating System H12
r Other
CZ Not applicable
When "Other" is selected, indicate
the alternative finish coating system.
Engine Exhaust Piping. t Finish Coating System H12
i
When "Other" is selected, indicate
the alternative finish coating system.
~
7 Other
C Not applicable
-"--
4
(Carlsbad Water)
(Recycling Facility) 09940
-9-