HomeMy WebLinkAboutTC Construction Co; 2004-03-24; 3583-1A Part 2 of 4SECTION 02623
HIGH DENSITY POLYETHYLENE (HDPE) PIPE AND FITTINGS
PART 1 GENERAL
1.01 WORK INCLUDED
A. This section covers the work necessary to furnish and install, complete, the high density
polyethylene pipe and fittings specified herein for sewage forcemain piping and buried odor exhaust
piping.
1.02 RELATED SECTIONS
A. Precast Concrete Structures are included in Section 03400.
B. Piping - General Requirements is included in Section 15050.
C. Stainless Steel Pipe and Fittings (Odor Exhaust) are included in Section 15510.
1.03 SUBMlTTALS
A. Submittals shall be made in accordance with the Standard Specifications for Public Works
Construction (“Greenbook”), and as modified by the Agency’s Special Provisions. In addition, the
following specific infomation shall be provided:
1. A statement, in writing, from the pipe manufacturer that it is listed with the Plastic Pipe Institute
as a qualified extruder for the polyethylene resin being used to manufacture the pipe for this
project.
2. Catalog information confirming that the pipe and fittings conform to the requirements of PART
2 PRODUCTS of this Specification. All piping system components shall be the products of one
manufacturer.
PART 2 PRODUCTS
2.01 REFERENCES
A. The following documents are a part of this section. Where this Specification section differs from
these documents, the requirements of this section shall apply.
1. ASTM D1248, Polyethylene Plastics Molding and Extrusion Materials.
2. ASTM D3350, Polyethylene Plastics Pipe and Fittings Materials.
3. ASTM F714, Polyethylene (PE) Plastic Pipe (SDR-PR) Based On Outside Diameter.
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High Density Polyethylene
Pipe and Fittings
02623-1
2.02 PIPE
A. The pipe shall be extruded from a polyethylene compound and shall conform to the following
requirements:
1. The polyethylene resin shall meet or exceed the requirements of ASTM D3350 for PE 3408
material with a cell classification of 345464C, or better.
2. The polyethylene compound shall be suitably protected against degradation by ultraviolet light
by means of carbon black, well dispersed by precompounding in a concentration of not less than
2 percent.
3. The maximum allowable hoop stress shall be 800 psi at 73.4 degrees F.
4. The pipe manufacturer shall be listed with the Plastic Pipe Institute as meeting the recipe and
mixing requirements of the resin manufacturer for the resin used to manufacture the pipe for this
project.
5. Pipe sizes shall conform to ASTM F714. All buried odor exhaust and all sewage forcemain
piping to be installed under this Section shall be nominal 16-inch O.D., nominal 14-inch I.D.
6. The pipe and fittings shall have a pressure rating of 100 psi (nominal DR-17), unless noted
otherwise on the Drawings.
7. The pipe and fittings shall be designed to withstand compression or expansion forces imposed
by trench conditions.
2.03 FITTINGS
A. Polyethylene fittings shall be molded butt fusion joined for sizes 6-inch and smaller and shall
conform to ASTM D1248. For sizes 8-inch and larger, same as pipe, butt-fusion joined, conforming
to ASTM D3350. The ends of the fabricated fittings shall not be trimmed to match the pipe section
to which they are going to be joined. AI1 polyethylene fittings shall have the same or higher pressure
rating as the pipe when installed in accordance with the latest technical specifications.
2.04 JOINTS
A. Thermal butt-fusion, except where connecting to unions, valves, and equipment with threaded
connections that may require future disassembly.
2.05 FLANGES
A. ASTM A240, Type 316 stainless steel backing flanges with 150-pound, ANSI B16.5 Standard
drilling. Flanges shall be complete with one-piece, molded polyethylene stub ends. Flanged
connections shall.have the same pressure rating as the pipe or greater.
B. Flange connection is required for all odor exhaust piping at valves and equipment connections. Use
full face gasket and bolts.
High Density Polyethylene Pipe and Fittings
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2.06 GASKETS
A. Flat ring, 1/8-inch ethylene propylene rubber (EPR).
2.07 BOLTING
A. Type 316 stainless steel, ASTM A193, Grade B8 hex head bolts; and ASTh4 A194, Grade 8 hex
head nuts. Bolts shall be fabricated in accordance with ANSI B18.2 and provided with washers of
the same material as the bolts.
2.08 FLEXIBLE COUPLINGS - BURIED ODOR EXHAUST PIPING
A. Flexible Couplings
1. Flexible couplings shall be made of silicone rubber with a polyester coverfliner and shall be
reinforced with Type 302 stainless steel. The coupling shall withstand temperatures to 180
degrees F maximum operating temperature, and shall be capable of withstanding test vacuum of
minus 5 psi. The flexibility for contractions and expansion shall be 50 and 20 percent,
respectively, of its original size. The coupling shall be designed for use with sanitary sewer gas.
The coupling shall be by Industrial Tube Corporation, Penis, CA or equal.
PART 3 EXECUTION
3.01 GENERAL
A. All polyethylene pipe shall be cut, fabricated, and installed in strict conformance with ASTM
D232 1, D2774, and the pipe manufacturer's recommendations. Joining, laying, and pulling of
polyethylene pipe shall be accomplished by personnel experienced in working with polyethylene
pipe. The pipe supplier shall certify, in writing, that the Contractor is qualified to join, lay, and pull
the pipe or representative of the pipe manufacturer shall be onsite to oversee the pipe joining.
Expenses for the representative shall be paid for by the Contractor.
3.02 TRANSPORTATION
A. Care shall be taken during transportation of the pipe that it is not cut, kinked, or otherwise damaged.
3.03 STORAGE
A. Pipes shall be stored on level ground, preferably turf or sand, free of sharp objects which could
damage the pipe. Stacking of the polyethylene pipe shall be limited to a height that will not cause
excessive deformation of the bottom layers of pipes under anticipated temperature conditions.
Where necessary due to ground conditions, the pipe shall be stored on wooden sleepers, spaced
suitably and of such widths as not to allow deformation of the pipe at the point of contact with the
sleeper or between supports.
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High Density Polyethylene
Pipe and Fittings
02623-3
3.04
A.
3.05
A.
B.
C.
D.
3.06
A.
B.
C.
HANDLING PIPE
The handling of the joined pipeline shall be in such a manner that the pipe is not damaged by
dragging it over sharp and cutting objects. Ropes, fabric, or rubber-protected slings and straps shall
be used when handling pipes. Chains, cables, or hooks inserted into the pipe ends shall not be used.
Two slings spread apart shall be used for lifting each length of pipe. Pipe or fittings shall not be
dropped onto rocky or unprepared ground. Slings for handling the pipeline shall not be positioned at
butt-fused joints. Sections of the pipes with cuts and gouges exceeding 10 percent of the pipe wall
thickness or kinked sections shall be removed and the ends of the pipeline rejoined.
JOINING PIPE SECTIONS
Pipes shall be joined to one another, to the polyethylene fittings, and to the flange connections by
means of thermal butt-fusion. Polyethylene pipe lengths, fittings, and flanged connections to be
joined by thermal butt-fusion shall be of the same type, grade, and class of polyethylene compound
and supplied from the same raw material supplier.
Mechanical connections of the polyethylene pipe to auxiliary equipment such as valves, pumps,
tanks, and other piping systems shall be through flanged connections which shall consist of the
following:
1. A polyethylene "stub end" shall be thermally butt-fused to the ends of the pipe.
2. Provide ASTM A240, Type 3 16 stainless steel backing flange, 150-pound, ANSI B 16. 5
Standard. Insulating flanges shall be used where shown.
3. Bolts and nuts of sufficient length to show a minimum of three complete threads when the joint
is made and tightened to the manufacturer's standard. Retorque the nuts after 4 hours.
4. Gaskets as specified.
Butt-Fusion Joining: Butt-fusion of pipes and fittings shall be performed in accordance with the
pipe manufacturer's recommendations as to equipment and technique. Depending on site conditions,
butt-fusion joining shall be performed in or outside of the excavation at the Contractor's option.
Special Precautions at Flanges: Polyethylene pipe connected to heavy fittings, manholes, and rigid
structures shall be supported in such a manner that no subsequent relative movement between the
polyethylene pipe at the flanged joint and the rigid structures is possible.
PLACEMENT IN TRENCH
General: Care shall be exercised when lowering pipe into the trench to prevent damage or twisting
of the pipe.
Pipe shall be snaked from one side of the trench to the other to allow for thermal and settling
movements.
Fittings: At flanges, valves, and connections, the trench bottom shall be dug out with sufficient
length, width, and depth to ensure clearance between the undisturbed trench bottom and the flanges,
valves, and such connections.
High Density Polyethylene
Pipe and Fittings
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3.07
A.
3.08
A.
3.09
A.
B.
supports and hangers
As specified in the Drawings and in accordance with the manufacturer’s recommendations.
TESTING - SEWAGE FORCEMAIN PIPING
All lines for use as sewage forcemain piping shall be hydrostatically tested as specified in the
Standard Specifications for Public Works Construction (“Greenbook”).
TESTING - BURIED ODOR EXHAUST PIPING
All air exhaust pipelines shall remain undisturbed for 24 hours to develop complete strength at all
joints. All pipelines shall be blown out and then subjected to a vacuum test for two hours each at a
test pressure and vacuum specified below. All leaks shall be repaired and lines retested as approved
by the Engineer. Prior to testing, the pipelines shall be supported in an approved manner to prevent
movement during tests.
The test pressures and vacuums for the pipelines shall be as follows:
1.
2.
3.
4.
5.
6.
Apply a positive pressure of 2-ft of water. Pressure shall be maintained for 2 hours. Apply a
soap solution to all flanged connections, couplings and threaded fittings to ensure no leaks. All
leaks discovered shall be repaired and the test repeated for a 2 hour period without loss of
pressure.
All new HDPE piping shall be tested. Provide closure plates with tell-tales during testing. After
acceptance of testing remove closure plates and remake flanged connection.
After successfully completing the pressure test, apply a 3-ft vacuum to the entire pipe for a two
hour period without loss of vacuum. If there is a loss of vacuum, the pressure test shall be
repeated. If there is still a loss of vacuum a sound probe shall be used to locate the leaks. After
the leaks are repaired the pipe shall be retested.
Notify the Engineer at least two days prior to the start of the pipe testing.
All costs associated with the testing shall be part of the bid price.
Repair of butt fused piping shall be done by removing the failed joint in total and replacing the
joint. Leaks in a straight section of pipe shall be repaired by replacing the entire section of pipe
with new pipe. The defective section of pipe shall be marked and removed from the site.
END OF SECTION
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High Density Polyethylene Pipe and Fittings
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Pipe and Fittings
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SECTION 02622
POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE
PART 1
1.01
A.
B.
1.02
A.
B.
1.03
A.
B.
1.04
A.
B.
GENERAL
SCOPE OF WORK
Furnish all labor, materials, equipment and incidentals required and install and test polyvinyl
chloride (PVC) gravity sewer pipe and fittings, complete as shown on the Drawings and as specified
herein.
Pipe or piping refers to all pipe, fittings, material and appurtenances required to construct PVC
gravity sewer pipe complete, in place.
RELATED WORK
Precast Concrete Structures are included in Section 03400.
Hydraulic Specialties are included in Section 11400.
SUBMITTALS
Submit, in accordance with SSPWC 2003, the name of the pipe and fitting manufacturers and a list
of materials to be fbmished by each manufacturer. Also, include information on local iepresentative
for each manufacturer, if product is sold through a distributor.
Shop Drawings including piping layouts and schedules shall include dimensioning, fittings, types
and locations of valves and appurtenances, joint details, methods and location of supports,
anchorage, gasket material, grade of material and all other pertinent technical information for all
items to be fbmished.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1. ASTM D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
2. ASTM D2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe
(SDR Series).
3. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
American Water Works Association (AWWA)
1. AWWA C110 - Ductile-Iron and Gray-Iron Fittings, 3-in through 48-in (75 mm Through 1219
mm) for Water.
Polyvinyl Chloride (PVC)
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2. AWWA C 1 1 1 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
3. AWWA C900 - Polyvinyl Chloride (F'VC) Pressure Pipe and Fabricated Fittings 4-in through
12-in for Water Distributing.
4. AWWA C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings 14411 through 48-in for Water Transmission and Distribution. .
C. National Sanitation Foundation (NSF)
1. Standard No. 14 - Plastic Piping Components and Related Materials.
D. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
1.05 QUALITY ASSURANCE
A. All PVC sewer pipe and fittings shall be from a single manufacturer. The supplier shall be
responsible for the provisions of all test requirements specified in AWWA C900, C905, and NSF
Standard No. 14, as applicable.
B. Inspections of the pipe may be made by the Engineer or other representatives of the Agency after
delivery. The pipe shall be subject to rejection at any time on account of failure to meet any of the
requirements specified herein. Pipe rejected after delivery shall be marked for identification and
shall be removed from the job at once.
1.06 DELNERY, STORAGE AND HANDLING
A. All items shall be bundled or packaged in such a manner as to provide adequate protection of the
ends during transportation to the site. Any pipe damaged in shipment shall be replaced as directed
by the Engineer.
B. PVC items deteriorate in sunlight and are slightly brittle, especially at lower temperatures, so care
shall be taken in loading, transporting and unloading items to prevent injury to the items. All items
shall be examined before installation and no piece shall be installed which is found to be defective.
Handling and installation of pipe and fittings shall be in accordance with the manufacturer's
instructions, referenced standards and as specified herein.
C. Any pipe or fitting showing a crack or which has received a blow that may have caused an incident
fracture, even though no such fracture can be seen, shall be marked as rejected and removed at once
from the work.
D. While stored, pipe shall be adequately supported from below at not more than 3-ft intervals to
prevent deformation. The pipe shall be stored in stacks no higher than 4 rows tall.
Polyvinyl Chloride (PVC)
Gravity Sewer Pipe
0 2 6 2 2 - 2
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E.
F.
G.
PART 2
2.01
A.
B.
C.
PART 3
3.01
A.
Pipe and fittings shall be stored in a manner which will keep them at ambient outdoor temperatures
and out of the sunlight or delivered to the site so that no pipe is exposed to sunlight for more than 60
days. Temporary shading as required to meet this requirement shall be provided. Simple covering
of the pipe and fittings which allows temperature buildup or direct or indirect sunlight will not be
permitted.
If any defective item is discovered after it has been installed, it shall be removed and replaced with
an exact replacement item in a satisfactory manner by the Contractor, at the Contractor's own
expense. All pipe and fittings shall be thoroughly cleaned before installation and the interior shall
be kept clean until testing.
In handling the items, use special devices and methods as required to achieve the results specified
herein. No uncushioned devices shall be used in handling the item.
PRODUCTS
POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS
PVC gravity pipe sizes 4 through 12-in shall conform to the requirements of AWWA C900. All
piping shall be Class 150 with a Dimension Ratio of 18. The pipe shall be made fiom PVC
compounds Class 12454-A or 12454-B as defined in ASTM D1784. Each pipe length shall be
marked with the manufacturer's name or trademark, size, material code, pressure class, AWWA
reference and seal of test agency that verified pipe material for potable-water service.
PVC gravity pipe sizes 14 through 36-in shall conform to the requirements of AWWA C905. All
piping shall be Class 150 with a Dimension Ratio of 18. The pipe shall be made from PVC
compounds Class 12454-A or 12454-B as defined in ASTM D1784. Each pipe length shall be
marked with the manufacturer's name or trademark, size, material code, pressure class, AWWA
reference and seal of test agency that verified pipe material for potable-water service.
PVC pipe and fittings shall have bell and spigot push-on joints. The bell shall consist of an integral
wall section with a solid cross-section elastomeric gasket suitable for sewage service securely locked
in place to prevent displacement during assembly. Installation of elastomeric gasketed joints and
performance of the joint shall conform to ASTM F477.
EXECUTION
INSTALLATION OF PVC PIPE AND FITTINGS
No single piece of pipe shall be laid unless it is straight. The centerline of the pipe shall not deviate
from a straight line drawn between the centers of the openings at the ends of the pipe by more than
1/16-in per foot of length. If a piece of pipe fails to meet this requirement check for straightness, it
shall be rejected and removed fiom the site. Laying instructions of the manufacturer shall be
explicitly followed.
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Polyvinyl Chloride (PVC)
Gravity Sewer Pipe
0 2 6 2 2 - 3
B.
C.
D.
E.
F.
G.
H.
I.
J.
If any defective pipe is discovered after it has been installed, it shall be removed and replaced with a
sound pipe in a satisfactory manner at no additional cost to the Agency. All pipe and fittings shall
be thoroughly cleaned before installation, shall be kept clean until they are used in the work and
when laid, shall conform to the lines and grades required. PVC pipe and fittings shall be installed in
accordance with requirements of the manufacturer, or as otherwise provided herein.
As soon as the excavation is complete to normal grade of the bottom of the trench, bedding shall be
placed, compacted and graded to provide firm, uniform and continuous support for the pipe. Bell
holes shall be excavated so that only the barrel of the pipe bears upon the bedding. The pipe shall be
laid accurately to the lines and grades indicated on the Drawings. Blocking under the pipe will not
be permitted. Bedding shall be placed evenly on each side of the pipe to middiameter and hand
tools shall be used to force the bedding under the haunches of the pipe and into the bell holes to give
firm continuous support for the pipe. Bedding shall then be placed to 12-in above the top of the
pipe. The initial 34 of backfill above the bedding shall be placed in 1 -ft layers and carefully
compacted. Generally the compaction shall be done evenly on each side of the pipe and compaction
equipment shall not be operated directly over the pipe until sufficient backfill has been placed to
ensure that such compaction equipment will not have a damaging effect on the pipe. Equipment
used in compacting the initial 3-ft of backfill shall be approved by the pipe manufacturer's
representative prior to use.
All piping shall be sound and clean before installation. When installation is not in progress,
including lunchtime, the open ends of the pipe shall be closed by watertight plug or other approved
means. Good alignment shall be preserved during installation. The deflection at joints shall not
exceed that recommended by manufacturer. Fittings, in addition to those shown on the Drawings,
shall be provided, if required, in crossing utilities that may be encountered upon opening the trench.
When cutting pipe is required, the cutting shall be done by machine, leaving a smooth cut at right
angles to the axis of the pipe. Cut ends of pipe to be used with a bell shall be beveled to conform to
the manufactured spigot end.
The Engineer or Agency's representative may examine each bell and spigot end to determine
whether any preformed joint has been damaged prior to installation. Any pipe having defective joint
surfaces shall be rejected, marked as such and immediately removed from the job site.
Each length of the pipe shall have the assembly mark aligned with the pipe previously laid and held
securely until enough backfill has been placed to hold the pipe in place. Joints shall not be "pulled"
or "cramped".
Before any joint is made, the pipe shall be checked to assure that a close joint with the next
adjoining pipe has been maintained and that the inverts are matched and conform to the required
grade. The pipe shall not be driven down to grade by striking it.
Precautions shall be taken to prevent flotation of the pipe in the trench.
When moveable trench bracing such as moveable sheeting, shoring or plates are used to support the
sides of the trench, care shall be taken in placing and moving or supporting bracing to prevent
movement of the pipe, or disturbance of the pipe bedding and the backfill. As moveable sheeting,
shoring or plates are moved, pipe bedding shall be placed to fill any voids created and the backfill
shall be recompacted to provide uniform side support for the pipe.
Polyvinyl Chloride (PVC) Gravity Sewer Pipe
02622-4
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3.02 JOINTING POLYVINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS
A. PVC sewer pipe and fittings shall be jointed in accordance with the recommendations of the latest
ASTM Standards and detailed instructions of the manufacturer.
3.03 TESTING (GRAVITY PIPELINES)
A. Testing and cleaning of pipe shall be as specified in SSPWC 2003 and as follows.
B. Allowable Deflection Test
1. Pipe deflection measured not less than 90 days after the backfill has been completed as specified
shall not exceed 5 percent. Deflection shall be computed by multiplying the amount of deflection
(nominal diameter less minimum diameter when measured) by 100 and dividing by the nominal
diameter of the pipe.
2. Deflection shall be measured with a rigid mandrel (Go/No Go) device cylindrical in shape and
constructed with a minimum of nine evenly spaced arms or prongs. Drawings of the mandrel
with complete dimensions shall be submitted to the Engineer for each diameter of pipe to be
tested. The mandrel shall be hand pulled thrown all sewer lines.
3. Any section of sewer not passing the mandrel shall be uncovered at no additional cost to the
Agency and the bedding and backfill replaced to prevent excessive deflection. Repaired pipe
shall be retested at no additional cost to the Agency. Retested pipe shall not deflect more than 4
percent.
END OF SECTION
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Polyvinyl Chloride (PVC)
Gravity Sewer Pipe
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Polyvinyl Chloride (PVC)
Gravity Sewer Pipe
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SECTION 028 10
IRRIGATION SYSTEM
PART 1
1.01
A.
1.02
A.
1.03
A.
B.
1.04
A.
B.
GENERAL
GENERAL CONDITIONS
Part 1 of the SSPWC and special provisions by the Agency are a part of this section and the
Contract for this work and apply to this section as fully as if repeated herein.
SUMMARY
The work includes all services, labor, materials, transportation and equipment necessary to perform
the work as shown and noted on the drawings and as specified, including all incidental work
necessary to make it complete and ready for operation.
SUBMITTALS
All materials and equipment used in sprinkler imgation work shall be new and without flaws or
defects and of quality and performance as specified.
The Contractor shall submit for approval by the Agency, a list of all materials and equipment,
along with the manufacturer's brochures, maintenance manuals, warrantees and operating
instructions, within 30 days of notice to proceed.
QUALITY ASSURANCE
Qualifications:
1. Work shall be performed in accordance with the best standards of practice relating to various
trades under continuous supervision of a qualified foreman, capable of interpreting plans and
specifications.
Regulatory Requirements:
1. Code requirements shall be those of State and Municipal Codes and Regulations locally
governing this work, providing that any requirements of the drawings and specifications, not
conflicting therewith, but exceeding the Code Requirements, shall govern unless written
permission to the contrary is granted by the Agency.
2. Permission to shut off any existing in-use water line must be obtained 48 hours in advance, in
writing fkom the Agency. The Contractor shall receive instructions from the Agency as to the
exact length of time for each shut-off.
3. Reclaimed water general requirements, where indicated, shall be Carlsbad MWD Rules and
Regulations for Construction of Reclaimed Water Mains, Oct. 1993, and Requirements set by
the County Health Department.
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1.05 PROJECTISlTE CONDITIONS
A. Existing Conditions:
1. Extreme care shall be exercised at all times by the Contractor in excavating and working in the
project area due to existing utilities. Contractor shall be fully responsible for expenses incurred
in the repair of damages caused by his operation. Any repairs shall be made immediately.
1.06 SEQUENCING AND SCHEDULING
A. Commencement of Work
1. The Contractor shall begin the irrigation installation immediately upon notice to proceed as
given by the Agency.
2. With the exception of surveying on foot, no construction or other disruptive activities may
occur prior to approval by the Agency.
B. Cooperation with Other Contractors/Trades:
1. Plans and specifications are available at the job site. Contractor shall thoroughly examine
these plans and specifications prior to the installation of the work and shall arrange and
coordinate the work of this section with the work of other Contractors to the extent that the
installation is accomplished without undue delay. Contractor shall call to the attention of the
Agency conflicts between the work of this section and that of other Contractordtrades.
1.07 WARRANTY
A. The Contractor shall guarantee all 600 mm (24") box trees installed under the Contract to live and
grow for one year from the day of final acceptance of the Contract work. The Contractor shall
guarantee all other plant material, including ground covers to live and grow for a period of 30 days
from the last day of the maintenance period or final acceptance of the Contract work, whichever is
the later. The Contractor shall replace, at its expense, all plant material found to be dead, missing,
or in poor condition during the maintenance period within 5 days of discovery of such plant
material. The Engineer shall be the sole judge as to the condition of the plant material. Plant
material found to be dead or in poor condition within the guarantee period shall be replaced by the
Contractor, at its expense, within 15 days of written notification. Replacements shall be made to
the same specifications required for the original plantings.
The Contractor shall submit written vegetation, planting and irrigation guarantee in approved form
that all work showing defects in materials or workmanship will be repaired or replaced at no cost to
the Engineer for a period of one year from the date of acceptance by the Agency. The Guarantee
form shall be retyped on the Contractor's letterhead and contain the following verbiage:
Irrigation System
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“Guarantee For Vegetation, Planting and Irrigation System For (Project Name)
We hereby guarantee that the vegetation, planting and irrigation system we have furnished and
installed for (project name) is free from defects in materials and workmanship, and the work has
been completed in accordance with the drawings and specijications. We agree to repair or replace
any defect in vegetation, material or workmanship, including that due to ordinary wear and tear,
which may develop during the periods specified in section 308-7 of the Standard SpeciJications and
the Special Provisions of saidprojectfiom date of completion of the Work or termination of any
maintenance period, whichever is the later, and also to repair or replace any damage resulting
from the repairing or replacing of such defects at no additional cost to the Agency.
This guarantee does not extend to unusual abuse or neglect that may occur subsequent to the date
of completion of the Work or termination of any maintenance period, whichever is the later. We
shall make such repairs or replacements within a reasonable time, as determined by the Agency,
after receipt of written notice. In the event of failure to make such repairs or replacements within a
reasonable time after receipt of written notice from the Agency, we authorize the Agency to
proceed to have said repairs or replacements made at our expense, and we will pay the costs and
charges therefore upon demand.
Project: (Project Name)
Location: (Legal Description of Project Propertyl
Name of Contractor:
Address: (of Contractor)
Telephone: : (of Contractor)
By: (Typed or printed names of signing Oflcer(s) of the Contractor authorized to bind the
Contractor in legal matters)
Title: (of said o@cer(s))
Signature@) Date of Execution: “
1.08 SITE OBSERVATION VISITS
A. In all cases where site observation visits of the irrigation system work are required and/or where
portions of the work are specified to be performed under the direction of the Agency, the
Contractor shall notify the Agency at least seven (7) Calendar Days in advance of the time such
site observations andor directions are required.
B. At a minimum, scheduled site observation visits will be required for the following stages of the
work by the Agency .
1. Upon layout of lines, valves and other underground utilities.
2. Upon installation and testing of main lines; when pipes are laid and are to be submitted to
pressure tests. Do not cover any lines until they have been checked and approved.
3. Upon installation and testing of service and control systems, including any valves, quick
coupling valves, Y-strainers, pressure regulators, backflow prevention devices, automatic
controller(s), sensors, and control valves and wires.
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Irrigation System
028 1 0-3
1.09
A.
B.
C.
1.10
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4. When the sprinkler system is completed, but prior to planting, the Contractor in the presence of
the Agency, shall perform a coverage test to determine if the coverage of water afforded the
planting areas is complete and adequate. The Contractor shall furnish all materials and perform
all work required to correct any inadequacies.
5. ‘A final site observation visit and performance test by the Agency shall be at the same time as
the final site observation of the specified plant establishment period.
6. The Contractor shall perform a cross-connection test and coverage test, shall provide and
install signage plans showing the locations and design of Reclaimed Water “DO NOT DRINK”
signs. Contractor shall follow all directions given within “Reclaimed Water General Notes”,
on the irrigation plan, and Reclaimed Water General Requirements (under Rules and
Regulations for Reclaimed Water Use, in Water District Standard Specifications).
TESTING
All P.V.C. mains shall be subjected to a pressure test by the Contractor of a minimum of 50 PSI
above the rating of the pipe, maintained for a minimum period of 4 hours and shall be watertight.
No leakage shall be allowed. If leakage exceeds this rate, the leak points shall be located and
repaired, and the hydrotest repeated until there is zero leakage. ONLY POTABLE WATER
SHALL BE USED FOR HYDROTESTING AND FLUSHING. All pressure regulators, backflow
preventers, Y-strainers, remote control valves, quick coupling valves and shut-off valves shall be
installed prior to testing. All testing shall be in the presence of the project Engineer and the Water
Agency unless otherwise authorized.
Irrigation System
0281 0-4
All installed irrigation control wiring shall be visually observed by the Agency.
Approval shall be received before backfilling any trench. Do not cover any lines, wires or conduits
until they have been checked and approved by the Water District Agency.
RECORD DRAWINGS
The Contractor shall provide and keep up to date a complete Project Record set of blue line ozalid
prints, which shall be corrected daily and show every change from the original drawings and
specifications and the exact Project Record locations, sizes, and kinds of material used.
These drawings shall also serve as work progress sheets, and the Contractor shall make neat and
legible annotations, thereon daily as the work proceeds, showing the work as actually installed.
These drawings shall be available at all times for inspection by the Agency and shall be kept in a
location designated by the Agency.
Before the date of final inspection of the irrigation system, the Contractor shall transfer all
information from the Project Record prints to one (1) erasable ozalid paper sepia set with three (3)
sets of blue line prints. Paper sepias shall be provided by the Agency. All work shall be neat, in
black ink and subject to the satisfaction of the Agency; it shall be completed and approved prior to
final inspection of the irrigation system. Lettering shall be 1/4” height. All items
changedhelocated from original drawings shall be so indicated with the same symbol in the new
location, the original symbol erased. All notes/callouts pertaining to the item shall be directed to
new location.
,
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D. On or before the date of the final inspection, the Contractor shall deliver the corrected and
completed sepias and blueprints to the Agency. Delivery of the sepias will not relieve the
Contractor of the responsibility of furnishing required information that may be omitted from the
sepias.
E. The Contractor shall dimension and label, to the nearest half-foot, from two permanent points of
reference (e.g. walls, fences, rails, walks, or edge of paving, etc.) the location of the following
items:
1.
2.
3.
4.
5.
6.
7.
8.
9.
Connection to existing water lines (P.O.C.).
Backflow prevention devices.
Irrigation controllers. Electrical Circuit and circuit panel of each controller shall be indicated
(list at each controller callout).
Shut-off valves.
Routing of underground sprinkler pressure lines (dimension at all changes in direction).
Describe all pertinent information. Provide dimensions at not more than 100 ft. intervals.
Remote control valves. All valves shall be numbered by station and corresponding numbers
shall be shown on the record drawings.
Routing of low voltage remote control wire.
Pull boxes and wire splice locations.
Irrigation sleeves with sizes, type of use and depths
indicated.
10. Other related equipment as directed by the Landscape Architect.
F. On the inside surface of the cover of each automatic controller, prepare and mount a color-coded
(by stations, showing their respective zones) chart showing the valves, and systems serviced by
that particular Controller. All valves shall be numbered to match the operation schedule and the
drawings. Only those areas controlled by that Controller shall be shown. This chart shall be a plot
plan, entire or partial, showing design area boundaries. A photo static print of the "As-Built" plan,
reduced as necessary and legible in all details, shall be made to a size that will fit into the
Controller cover. This print shall be approved by the Agency and shall be hermetically laminated
in plastic. This shall then be secured to the inside of the controller enclosure door for maintenance
personnel.
G. Record drawings shall be signed in black ink and dated by the Contractor attesting to and certifymg
the accuracy of the record drawings. Include company name, address and phone number on
drawings, date completed, and the designation "AS-BUILT IRRIGATION".
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irrigation System
028 1 0-5
1.11 OPERATION AND MAINTENANCE MANUALS
A. Prepare and deliver to the Agency within ten (1 0) Calendar Days prior to completion of
construction, two 3-ring hard cover binders containing the following information:
1. Index sheet stating Contractor's address and telephone number, list of equipment with name
and addresses of local manufacturers' representatives.
2. Catalog and parts sheets on all material and equipment.
3. Guarantee statement.
4. Complete operating and maintenance instruction for all major equipment.
5. Reclaimed water use guidelines and operators instruction manual.
PART 2 PRODUCTS
2.01 STANDARD PRODUCTS
A. Materials fwnished under this specification shall be standard products of manufacturers regularly
engaged in the production of such materials, and shall be the manufacturers' latest standard design
that complies with the specification requirements.
B. The irrigation material manufacturers will be responsible for defective material or equipment
covered under their guarantees. The Contractor shall obtain such written warranties on behalf of
the Agency prior to installation.
C. The Contractor shall be held responsible for all faulty and improper installation and shall correct,
repair or replace work as specified.
2.02 POLYVINYL CHLORIDE PIPE
A. All irrigation water plastic piping and sleeving shall be of solid purple color, Type I, Grade I bell
end, solvent weld type, designated as Polyvinyl Chloride (PVC).
B. PVC Plastic Reclaimed Water Pressure Lines:
Piping 2" and larger shall be Class 315 PVC 1220 (SDR 13.5). Piping 1-1/2" and smaller shall be
PVC SCH 40.
C. Plastic Non-Pressure Lines:
Piping downstream of remote control valves shall be Class 200. All lateral pipe end runs shall be
3/4" size unless otherwise indicated.
D. Pipe and wire sleeves shall be PVC class 200 bell end type.
Irrigation System
0281 0-6
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E.
2.03
A.
2.04
A.
B.
C.
2.05
A.
Identification:
Furnish plastic pipe continuously and permanently marked with following information:
Manufacturer’s name or trade mark, size, class and type of pipe, worlung pressure at 73.4 degrees
F., and National Sanitation Foundation (NSF) rating. Each side of reclaimed water pipe shall be
marked “(TRADE NAME) CAUTION RECLAIMED WATER’.
BRASS PIPE
Brass pipe shall be IPS Standard weight 125 pounds, 85% red brass.
FITTINGS AND CONNECTIONS
Polyvinyl Chloride Pipe Fittings and Connections:
1. Type I, Grade I, Schedule 40, high impact molded fittings, manufactured from virgin
compounds as specified for piping tapered socket or molded thread type, suitable for either
solvent weld or screwed connections. Fittings and connections shall be of the same type and
schedule as the corresponding piping. Machine threaded fittings and plastic saddle and flange
fittings are not acceptable.
2. Furnish fittings permanently marked with following information: Nominal pipe size, type and
schedule of material, and National Sanitation Foundation (NSF) seal of approval. PVC fitting
shall conform to ASTM D2464 and D2466.
3. Swing joint assembly for large turf rotors (Rain Bird Falcon) shall be factory pre-assembled,
with double O-rings and PVC SCH 80 1PS pipe. Dura, Spears, Lasco or approved equal.
4. Swing Joint Assembly for all other heads shall be made with PVC SCH 40 fittings and SCH 80
threaded nipples. No Marlex shall be used.
Brass Pipe Fittings and Connections:
1. Standard 125 pound class 85% red brass fittings and connections, IPS threaded.
Polyvinyl Chloride Schedule 80 Risers and Nipples:
1. Type 1 , Grade 1, Schedule 80, high impact molded, manufactured from virgin compounds as
specified for piping and conforming to ASTM D-2464. Threaded ends shall be molded threads
only. Machined threads are not acceptable. Spears Mfg. Co., Dura Plastic Products, Inc., or
equal.
SOLVENT CEMENTS, PRIMERS AND THREAD LUBRICANT
Solvent cements and primers shall comply with ASTM D2564. Socket joints shall be made per
recommended procedures for joining PVC plastic pipe and fittings with PVC solvent cement by
the pipe and fitting manufacturer and procedures outlined in the Appendix of ASTM D2564. T.
Christy Enterprises, IPS Weld-On, or equal.
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Irrigation System
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B.
2.06
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B.
2.07
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E.
E
F.
2.08
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2.09
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B.
Thread lubricant shall be Teflon ribbon-type, or approved equal, suitable for threaded installations
as per manufacturer’s recommendations.
AUTOMATIC CONTROL WIRE AND WlRE SPLICE CONNECTORS
Remote control wires: all control wires shall be solid copper, 600 volt, type UF, polyethylene
insulation of 45 ML, conforming to the following wire colors and installation requirements:
1. Common Wires: White (#12 AWG).
2. Control Wires: Black (#14 AWG).
3. Spare Wires: One (1) black #14 AWG from furthest valve or manifold to controller, minimum
(see plans also).
Wire Splice Connectors shall be waterproof Spears “Dri-Splice MOO’’ connectors or equal.
AUTOMATIC CONTROLLER ASSEMBLY AND EQUIPMENT
Controller shall be hrnished and installed complete with all electrical connections and ready for
operation.
Controller shall be of the latest model specified in the irrigation legend.
1. Each controller shall have a permanent remote ready connector to enable remote control of any
controller station to each controller.
2. Contractor shall provide a new battery for each controller.
Provide one remote control transmitter and receiver set as specified in the irrigation legend.
Rain Sensor shall be as part of the assembly, as specified in the irrigation legend. One sensor to be
provided per each controller.
Y-STRAINER
Y-strainer shall be cast iron with integral perforated screen and as specified in the irrigation
legend.
WARNING LABELS AND TAGS
Use T. Christy’s riser markers, with “RECLAIMED WATER - DO NOT DRINK” in English and
Spanish, for all sprinkler risers installed.
Use T. Christy’s I.D. Tags with “Warning, - RECLAIMED WATER DO NOT DRINK” in English
and Spanish for all remote control valves and Y-strainer.
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2.10
A.
2.1 1
A.
B.
2.12
A.
2.13
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2.14
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2.15
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2.16
A.
CONTROL VALVE
Remote Control Valve:
Remote control valve shall be electrically activated and operate on 24 volts AC. It shall be a
normally closed, brass body, globe style, spring loaded, diaphragm type. It shall have a mechanical
self-cleaning internal control system without loose flow pins or screens. The valve shall open and
close smoothly and be shock free fiom minimum through maximum flow rates. Disc and
diaphragm assembly guided in all positions of opening and closing. A flow-limiting stem with
handle to manually throttle or close the valve shall be provided. It shall be possible to remove or
replace the solenoid coil from the valve without shutting off mainline valve. Valves shall be as
specified on the irrigation legend.
VALVE BOX AND PULL BOX
Valve box and lid for remote control valve, gate valve, and wire splice locations shall be
commercial grade, HDPE, purple colored, locking, 10" x 19" plastic valve box. Provide all locking
devices (bolts).
Valve box for quick coupling valves and in-line check valves shall be loclung, 10" diameter
integral purple color plastic valve box. Provide and install all locking devices (bolts).
SPRINKLER HEADS
Sprinkler heads shall be of the type and size with diameter (or radius) of throw, pressure, nozzle
discharge and/or other designations indicated on the drawings. All sprinkler heads of the same type
and size shall be of the same manufacturer. All heads shall be that which is currently produced and
commercially available.
QUICK COUPLING VALVE
Quick coupling valve shall have acme thread, purple locking rubber cover, and shall be as specified
in the irrigation legend.
SPRING CHECK VALVE
Spring check valve shall be maintenance free and constructed of heavy-duty Type 1 PVC with
stainless steel and neoprene internal parts. Valve shall be adjustable from 5 to 40 feet of head and
shall prevent low head drainage quickly and positively after RCV shut-off. Valve shall have a
female IPS threaded inlet and outlet. Valcon "ADV", King Bros."KC-XXXX-T", or equal.
SWING CHECK VALVE
Swing check valve shall be as specified in the irrigation legend.
SHUT-OFF VALVE
Gate valve shall be of heavy-duty iron construction, flanged inlet and outlet, and as specified in the
irrigation legend. Gate valves are to be used on all pressure mainlines 2-1/2" and larger.
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B.
2.17
A.
2.18
A.
2.19
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PART 3
3.01
A.
Ball valves shall be used on all pressure mainlines 2" and smaller. Ball valve shall be as specified
on the legend.
GATE VALVE
Gate valve shall be of heavy duty brasshronze construction, threaded inlet and outlet, and as
specibed in the irrigation legend.
BALL VALVE
Ball valve shall be of heavy duty PVC construction, double union, threaded inlet and outlet, and as
specified in the irrigation legend.
EXTRA EQUIPMENT
Contractor shall provide:
1. Five (5) keys for opening and locking each automatic controller cabinet and enclosure. All
automatic controller enclosures shall be keyed alike. All automatic controller cabinets shall be
keyed alike.
2. Extra sprinkler heads, filter screens and nozzles in amounts equal to 10% of each type used on
the project.
3. Extra tools for adjusting sprinkler heads, in the amounts of three tools minimum per type of
head used.
4. Two (2) quick coupler keys, with matching swivel hose ells, for the type of quick coupling
valve used.
EXECUTION
EXAMINATION
Verification of Conditions:
1. Contractor shall acquaint himselfherself with all site conditions and proposed site conditions
as indicated on the plans and specifications.
2. All scaled dimensions on drawings are approximate. Before proceeding with any work,
Contractor shall carefully check and verify all dimensions and quantities and shall immediately
inform Agency of discrepancies between drawings and specifications and actual conditions. No
work shall be conducted where discrepancies occur, until approval has been given by the
Agencv Construction Manager.
Irrigation System
0281 0-1 0
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3. Plan locations of point of connection, booster pump, sprinkler heads, backflow prevention
devices, Y-strainers, valves, controller and pipe lines are diagrammatic and indicate the
spacing and relative locations of all installations. Locations shall be changed and adjusted as
necessary and as directed to meet existing conditions and obtain complete water coverage,
Final locations shall be determined by final site conditions and plantings. Install and extend
system as shown on the drawings, and as necessary to carry out the intent of the drawings and
specifications.
4. Point of connection shall be approximately as shown on drawings. Connect new underground
piping and valves and provide all flanges, adapters or other necessary fittings for connection.
3.02 POLYVINYL CHLORIDE PIPE INSTALLATION
A. Storage of Materials:
1. Because of the nature of plastic pipe and fittings, exercise caution in handling, loading and
storing, to avoid damage.
2. The pipe and fittings shall be stored under cover until using, and shall be transported in a
vehicle with a bed long enough to allow the length of pipe to lay flat so as not to be subjected
to undue bending or concentrated external load at any point.
3. All pipe that has been dented or damaged shall be discarded unless such dent or damaged
section is cut out and pipe rejoined with a coupling.
B. Excavation and Backfilling of Trenches:
1. Refer to Reclaimed Water General Requirements.
2. Locate existing lines, valves and other underground utilities before diggmg trenches. Excavate
trenches, prepare sub grade, and backfill to line and grade with sufficient room for pipe
fittings, testing and inspecting operations. Do not backfill until the pipe system has been
subjected to a hydrostatic test as specified. Do not cover any installed control wiring or make
electrical connections until it has been tested for shorts and visually observed by the Agency.
3. Trenches for buried irrigation pressure lines shall be excavated wide enough to allow a
minimum of four inches between parallel pipelines and eight inches from lines of other trades.
Lines shall not be installed parallel and directly over one another. Maintain three inches
vertical clearance between crossing irrigation lines; minimum transverse angle is 45 degrees.
4. Depth of Pipe Cover:
3” size and larger pressure line, 24” min., 36” max.
2 %” size and smaller Pressure Line, 18” min., 24” max
All Pressure Line under roads, 24” min., 36” max.
Non-Pressure Pipe 12” min., 18” max.
All Non Pressure Pipe under roads, 24” min., 30” max.
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irrigation System
02810-1 1
5. Soil cover for buried pipe shall be as specified above from the finish grade to the top of the
pipe. The bottom of the trench shall be free of rocks, clods, and other sharp-edged objects over
1/2" diameter size.
6. Deposit topsoil on one side of trench and subsoil on the opposite side, then install irrigation
lines and test each section.
7. Backfill trenches, after approval of piping, with approved material, tamping around pipe and
thoroughly compacting all trench fills until 90% relative compaction has been achieved.
Backfill material shall be an approved sand, free from rocks and clods.
8. Thrust blocks and footings shall be placed on ninety-percent (90%) minimum compacted or
undisturbed subgrade. Construct to shapes specified and parallel to walkways. Tool finish
exposed surface.
C. Irrigation Piping and Fittings:
1. Pipe shall be snaked from side-to-side to allow for expansion and contraction. Pipe shall rest
on smooth ground without bumps, humps, etc. whether underground or above-grade.
2. Center load below-grade pipe at 10' intervals with small amount of backfill to prevent arching
and slipping under pressure. Leave joints exposed for site observation during testing.
3. Repair any leaks and replace all defective pipe or fittings until lines meet test requirements. Do
not cover any below-grade lines until they have been checked and approved for tightness,
quality of workmanship and materials.
4. Pipe ends and fittings shall be wiped with "MEK" primer, Weld-On "P-70" or equal, before
welding solvent is applied. Welded joints shall be given a minimum of 15 minutes to set before
moving or handling. All field cuts shall be beveled to remove burrs and excess material before
fitting and gluing together.
5. Plastic to brass joints shall be made with plastic female adapters, metal nipple hand tightened,
plus one turn with a strap wrench.
6. Plastic to plastic joints shall be solvent-weld, assembled per pipe manufacturer's specifications
and using solvent recommended by pipe manufacturer only.
7. All connections to polyvinyl chloride pipe mains shall be made horizontally.
D. No water shall be permitted in the pipe until a period of at least 24 hours has elapsed for solvent
weld setting and curing.
3.03 BRASS PIPE INSTALLATION
A. Cut brass piping by power hacksaw, circular cutting machine using an abrasive wheel, or hand
hacksaw. No piping shall be cut with metallic wheel cutter of any description. Ream and remove
rough edges of burrs so smooth and unobstructed flow is obtained.
B. Carefully and smoothly place thread lubricant on male thread only. Tighten screwed joints with
tongs or wrenches. Caulking is not permitted.
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3.04 REMOTE CONTROL WIRING INSTALLATION
A. Provide one control wire and one common ground wire to service each valve in system. Provide 4'-
0" minimum expansion loop at each valve to permit removal and maintenance of valves.
B. Install control wires at least 18" below finish grade when not installed in same trench with buried
pressure pipe. Bundle wire together with electrical tape 10 feet on center and place 2" from, and
adjacent to mainline.
C. Install control wires and irrigation pressure piping in common trenches wherever possible.
D. All irrigation control wiring passing underneath paving, traveled ways or roadways or through
hardscape or structures shall be placed inside conduits. Conduits shall be a minimum twice the
diameter of wire bundle passing through.
E. As a part of the work to allow for possible damage to any common or control wire, the Contractor
shall m an extra control wire on each leg of mainline from the controller to the farthest RCV. Any
other additional wires required to be pulled shall be as noted on plans.
F. All wires in pull boxes shall be loose and shall not come within three inches (3") from lid.
G. Wire Connections:
Common, control and spare wires shall be installed with a 4'-0" coiled excess wire length at each
end enclosure. Each common and control wire splice shall be encased in the waterproof epoxy of
waterproof connectors. Wire splices shall be made only in valve or pull boxes. Spare wire ends
shall be made waterproof by fully coating wire ends with waterproof sealant.
H. Testing:
All wiring shall be tested for continuity, open circuits and unintentional grounds prior to
connecting to equipment. The minimum insulation resistance to ground shall be fifty (50) mega
ohms. Any wiring not meeting this requirement shall be replaced, at the Contractor's expense. The
responsibility of testing lies with the Contractor to insure it is completed.
I. Numbering and Tagging:
Identify direct burial control wires at each automatic valve and at the terminal strips of the
controller with corresponding valve station numbers shown on the drawings. Tag wires at the
terminal strips with 3M Scotch code SER Wire Markers or equal. Identify spare wires by capping
ends with waterproof sealant and tagging with an I.D. tag marked as indicated at each spare wire
stub out location on the plans.
3.05 BACKFLOW PREVENTION DEVICE
A. The Contractor shall install backflow preventer assembly in accordance with manufacturer's
specifications and as directed on drawings. Exact location and positioning shall be verified, on-site
by the Engineer.
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0281 0-1 3
3.05
A.
3.06
A.
B.
C.
3.07
A.
B.
3.08
A.
B.
C.
3.09
A.
3.10
A.
B.
Y-S"ER INSTALLATION
Y-strainer shall be installed per detail, and downstream of the backflow preventer device.
AUTOMATIC SPRINKLER CONTROLLER INSTALLATION
Automatic controller shall be installed as shown in the plans and detailed drawings. Controller
shall be tested with complete electrical connections. The Contractor shall be responsible for power
to the controller for operation and testing purposes. Controller shall be fully operable prior to
planting operations.
Connections to control wiring shall be made within the pedestal of the controller.
Contractor shall supply and install battery in controller.
REMOTE CONTROL VALVE INSTALLATION
Install remote control valves in locations approximately as shown on the drawings, with 4"
distance from top of flow control stem to valve box lid. Install a union type connection. Fit with
valve identification tag, valve box, locking cover and locking bolt as shown in the detailed
drawings.
Install each control valve in a separate valve box with a minimum of 12" separation between valves
and 6" from any fixed object or structure.
VALVE BOX AND PULL BOX INSTALLATION
Install valve boxes as shown in the detail drawings. Install no more than one valve per box.
The Contractor shall heat brand the identification number of the valve and the controller clock on
the cover of the corresponding valve box. The lettering shall be a minimum 2" high and readable
from nearest paving edge.
Pull boxes shall be labeled "PB" in like manner described for valves; Gate valve shall be labeled
"GV". Ball valve shall be labeled "BV".
FLUSHING OF SYSTEMS
After piping and risers are in place, but prior to the installation of the sprinkler heads, a full head of
water shall be used to flush out the system. After system is thoroughly flushed, install sprinkler
heads.
SPRINKLER HEAD INSTALLATION
Install all sprinkler heads as shown in the details, and as shown in the manufacturer's instructions.
Nozzle size of all heads shall be adjusted to suit any particular conditions of the area. This shall be
done after the system has been thoroughly tested, immediately after written notification by the
Agency has been given to do so.
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C. As soon as heads are installed on a system, each head shall be adjusted so that water will not be
over spraying out of its intended area of coverage, on paving, etc.
3.11 GATE VALVE AND BALL VALVE INSTALLATION
A. Install all gate valves and ball valves approximately where shown on drawings and as shown on the
details. Valves shall be located outside of lawns and play areas, unless impossible to do. Install
valves within shrublgroundcover areas.
3.12 QUICK COUPLING VALVE
A. Install quick coupling valves next to paving, a maximum of 150 ft. apart on mainline, and as per
the detail.
3.13 SPRING-CHECK VALVE INSTALLATION
A. Install spring check valves on risers of sprinklers to prevent low head drainage. Install spring check
valves on laterals where indicated.
3.14 SWING CHECK VALVE INSTALLATION
A. Swing check valves shall be installed on laterals where shown, and as detailed.
3.15 CONCRETE FOOTING AND SANDBAG INSTALLATION
A. Footings shall be placed on 90% minimum compacted or undisturbed sub grade. Construct to
shapes specified and parallel to adjacent paved areas. Broom finish exposed surface.
3.16 CLEAN-UP
A. Contractor shall maintain all areas daily in a neat manner and remove unsightly debris as
necessary. After completion of project, Contractor shall remove all debris and containers used in
accomplishing work. He/she shall sweep and clean all asphalt, concrete areas and planting areas
and clean all vertical surfaces affected by hisher work, to the satisfaction of the Agency.
END OF SECTION
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SECTION 02900
LANDSCAPING
PART 1
1.01
A.
1.02
A.
1.03
A.
1.04
A.
B.
C.
D.
1.05
A.
B.
GENERAL
GENERAL CONDITIONS
Part 1 of the SWPWC and special provisions by the Agency apply to this section as filly as if
repeated herein.
SUMMARY
The work includes all services, labor, materials, transportation and equipment necessary to perform
the work as shown and noted on the Plans and as specified.
SUBMITTALS
The Contractor shall submit list of soil amendments, fertilizers, plant materials, with quantities of
each.
GUARANTEES AND REPLACEMENTS
Shrubs, vines and groundcovers shall be guaranteed to remain healthy and vigorously growing for
365 days, from date of final acceptance of project.
All trees that have been supplied and installed under this Contract shall be guaranteed to live in a
healthy condition for a period of one (1) year from date of final acceptance of project.
A11 plants found to be dead and all plants not in a vigorous condition noted within the Guarantee
Period shall be replaced within (14) Calendar Days of written notification.
Plants used for replacement shall be the same kind and size as specified in the plant list. They shall
be fiunished, planted and fertilized as originally specified.
SITE OBSERVATION VISITS
Site observation visits herein specified shall be made by the Agency. The Contractor shall request
site observation in advance of the time observation is required.
Site observation will be required for the following parts of the work:
1. Incorporation of soil conditioner and fertilizer into the soil.
2. Upon the completion of grading prior to planting.
3. Approval of plant materials.
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4. When trees and shrubs are spotted in place for planting, but before planting holes are
excavated.
5. When planting, and all other indicated or specified work, except the Maintenance Period, has
been completed. Acceptance and written approval shall establish beginning of the
Maintenance Period.
6. The final site observation visit will be made at the completion of the (365) day Maintenance
Period. This site observation visit will establish the beginning date for the guarantee period of
plant material.
Acceptance: Upon completion of the final site observation visit and the work of this section, the
Contractor will be notified in writing (1) whether the work is acceptable; (2) of any requirements
necessary for completion and acceptance.
The Contractor or its authorized representative shall be on the site at the time of each site
observation visit by the Agency.
MAINTENANCE
The Maintenance Period begins on the first day after all landscape and irrigation work on this
project is complete, checked, accepted and written approval from the Agency is given to begin the
Maintenance Period, and shall continue thereafter for no less than (365) continuous Calendar Days.
The Contractor or its authorized representative shall be on the site at the time of each site
observation visit by the Agency.
The Contractor shall continuously maintain all involved areas of the Contract during the progress
of the work and during the Maintenance Period until the Final Acceptance of the work.
Regular planting maintenance operations shall begin immediately after each plant is installed.
Plants shall be kept in a healthy, growing condition and in a visually pleasing appearance by
watering, pruning, trimming, fertilizing, re-staking, pest and disease controlling, spraying, weeding,
cleaning-up and any other necessary operation of maintenance. The use of a pre-emergent is highly
recommended. Landscape areas shall be kept free of weeds, noxious grass, and all other undesired
vegetative growth and debris. All plants found to be dead or in an impaired condition shall be
replaced immediately.
The Contract completion date of the Contract Maintenance Period will be extended, when in the
opinion of the Agency, improper maintenance and/or possible poor or unhealthy condition of
planted material are evident at the termination of the scheduled Maintenance Period. The
Contractor shall be responsible for additional maintenance of the work at no change in Contract
price until all of the work is completed and acceptable.
The Contractor shall be responsible for maintaining adequate protection of the areas. Damaged
areas shall be repaired immediately at the Contractor's expense.
GENERAL REQUIREMENTS
The term "Planting Area" shall mean all areas to be planted with trees, shrubs, groundcovers.
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B. Actual planting shall be performed during those periods when weather and soil conditions are
suitable in accordance with locally accepted horticultural practice.
C. A11 rock and other growth or debris accumulated during the duration of the project shall be
removed from the site.
D. Upon completion of all grading operations, soil samples at a minimum of three locations shall be
taken by the Contractor and analyzed by a soil laboratory. The results of these tests will be
reviewed by the Agency for any required modifications to specified soil preparation.
E. Prior to excavation for planting or placing of plant materials, locate all underground utility lines
still in use and take proper precautions to avoid damage to such improvements. In the event of a
conflict between such lines and plant locations, notify the Agency who shall arrange for the re-
location of one or the other. The Contractor assumes all responsibility for making any and all
repairs for damages resulting from work as herein specified.
F. Grading and soil preparation work shall be performed only during the period when beneficial and
optimum results may be obtained. If the moisture content of the soil should reach such a level that
working it would destroy soil structure, spreading and grading operations shall be suspended until
the moisture content is increased or reduced to acceptable levels and the desired results are likely
to be obtained.
G. Before proceeding with any work, carefully check and verify all site boundary areas and measure
the site and compare against the plans. Immediately inform the Agency of any discrepancy between
the Plans andor Specifications and actual site conditions.
H. Quantities for plant materials are shown for convenience only, and not guaranteed. Check and
verify count and supply sufficient number to fulfill intent of the Plans. Certify any clarifications
with the Agency.
I. Adequately stake, barricade, and protect all imgation equipment, manholes, utility lines, sidewalks,
dnveways, fences and other existing property during all phases of the soil amending planting and
grading operations.
1.08 TREE AND SHRUB SELECTION
A. Upon award of the project the Contractor shall inform the Agency of the nursery source of all trees.
The Agency will check the trees at the project for approval. If the trees are rejected, the Contractor
shall be responsible for locating other sources of trees. The Contract price for the project shall not
change due to rejected trees. The Contractor shall make all necessary financial arrangements or
purchase orders to reserve the trees specifically for ths project.
B. Shrub Samples: Typical samples, three each of all varieties and sizes (5 gallon and under) shrubs
of all plant materials shall be submitted for approval at the site a minimum of three days prior to
planting operations. Approved samples shall remain on the site and shall be maintained by the
Contractor as standards of comparison for plant materials to be furnished. Samples will be
incorporated into the work.
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1.09 REJECTION AND SUBSTITUTION
A. All plants not conforming to the requirements herein specified and on the Plans shall be considered
defective, and such plants, whether in place or not, shall be marked as rejected and be immediately
removed from the site of the work and replaced with acceptable plant materials. The plant
materials shall meet all applicable inspections required by law. All plants shall be of the species,
variety, size, age, flower color and condition as specified herein and/or as indicated on the Plans.
Under no condition will there be any substitution of plant species, variety, or reduced sizes for
those listed on the Plans, except with the express written consent of the Agency.
B. All utilities (water and electricity) used during the installation of the landscaping and irrigation
systems for this project shall be paid for by the city.
1.10 INVOICING OF PLANT MATERIALS AND SOIL PREPARATION CONFORMANCE TEST
A. A sample of the soil amendments shall be delivered to the Agency within thirty-five (35) days after
recording of the Contract for review and comment (approval/disapproval).
B. Upon delivery of materials andor completion of all soil conditioning and grading, but prior to
initiating planting operations, the Agency, with the signed copies of required certificates, trip slips,
and invoices for soil preparation materials, shall invoice such material, comparing the total
quantities of each material furnished against the total area to each operation. If the minimum rates
of application have not been met, the Agency will require the distribution of additional quantities
of these materials to fulfill the minimum application requirements specified.
C. After installation of plant materials, but prior to the pre-maintenance site observation visit, the
Agency, with the heretofore specified signed copies of the required certifications, trip slips, and
invoices for the plant materials and related items, shall invoice such material, comparing the total
area and/or the amounts specified. If the minimum amounts have not been hished, the Agency
will require the installation of additional materials to hlfill the minimum requirements specified.
PART 2 PRODUCTS
2.0 1 SOIL, AMENDMENT AND FERTILIZER
A. Soil conditioner shall be "Wil-Gro Life" by Wilbur Ellis or equivalent of approved quality by
Agency.
B. Iron Sulfate - 20% Iron by volume. WARNING: Fertilizers containing chelated iron will stain
concrete surfaces. 98% of all pellets are to be retain on a 10-mesh screen. The Contractor shall take
care not to stain concrete and shall be responsible for removing all iron stains from concrete, at no
additional cost to the Agency.
C. Pre-plant Fertilizer (7-7-7) "Bestqq or approved equal.
D. Post-plant Fertilizer (12-4-6) granular fertilizer or approved equal with Ca, Fe, Zn, and Mn and
with the majority of nitrogen in a nonammoniac form to prevent acidification of soil.
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E. Gypsum - Commercially packaged, free flowing gypsum containing not less than 95% by volume
of calcium sulphate as active ingredient. 90% shall pass a 50-mesh screen.
F. Soil Sulfur - Agricultural soil sulfur, 99% elemental, equal to Wil-Gro or Union Chemicals.
G. Wetting Agent - NAIAD or equal.
H. Planting tablets shall be compressed fertilizer tablets with a 20-10-5 analysis.
I. Organic Soil amendment shall consist of mulch materials produced from pine trees grown in
Alameda, Monterey, Santa Clara, Santa Cruz or San Mateo counties shall not be used in the work.
Type 1A Organic Soil Amendment shall conform to the requirements for type1 Organic Soil
Amendment except as modified hereinafter. Type 1A organic Soil Amendment shall be wood or
rice residual product derived from bark of pine, white fir, cedar or redwood, free fi-om clods or
course objects and rocks and shall conform to industry standards.
2.02 PLANTING BACKFILL
A. Planting backfill shall be a thoroughly blended mixture of excavated soil from the planting pits and
soil amendments at the following mixture:
1. Soil Conditioner 40%
2. On Site Soil 60%
3. Iron Sulfate 2 lbs./cu. yd.
4. Pre-plant Fertilizer 3 lbs./cu. yd.
2.03 STAKING MATERIALS
A. Double Staking: Stakes shall be of lodgepole pine. These shall be straight shafts, shaved and cut
clean and bare of branches and stubs, of uniform thickness with a minimum diameter of 2 inches,
free of loose knots, splits or bends. Stakes shall be no less than ten (10) feet in length.
2.04 GUYING MATERIALS
A. Guy wires shall be of pliable, zinc-coated steel of No. 12 gauge.
B. Anchors (deadman) for holding guy wires shall be 8" x 8" x 16" concrete blocks. Set 18" below
finish grade.
C. Pipe for covering wire, shall be 1/2" dia. by 5' long white PVC plastic pipes.
D. Tree ties shall be V.I.T. Cinch-Tie or approved equal.
2.05 PLANT MATERIALS
A. Nomenclature: The scientific and common names of plants herein specified conform with the
approved names given in "A Checklist of Woody Ornamental Plants of California", published by
the University of California, College of Agriculture, Publication 4091 (1979). See list of plant
material on the Plans.
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Container stock (1 gal., 5 gal., 15 gal. boxes) shall have grown in containers for at least six months,
but not over two years. No container plants that have cracked or broken balls of earth, when taken
from the container, shall be planted, except upon special approval. No trees with damaged roots or
broken balls shall be planted.
Pruning shall not be done, prior to delivery, except by written approval by the Agency
Inspection of Plant Materials, required by City, County or State authorities, shall be a
responsibility of the Contractor, and where necessary the Contractor shall secure permits or
certifications prior to delivery of plants to site.
Plants shall be subject to approval or rejection, at the project site at any time before or during
progress of work, for size, variety, condition, latent defects and injuries. Rejected plants shall be
removed from the project site immediately.
Substitutions will not be permitted except that if proof is submitted that any plant specified is not
obtainable, a proposal will be substituted subject to Agency written approval.
Quantities shall be furnished as needed to complete work shown on the Plans.
The Agency reserves the right to check root condition of any species, particularly those grown
from seed, and if found defective, to reject the plants represented by the defective sample.
Identify plant species or varieties correctly on legible, weatherproof labels attached securely to the
plant material. There shall be a minimum of one labeled plant for each 25 plants in a lot.
Groundcover plants shall be healthy vigorous rooted cuttings grown in flats until transplanting.
Sod shall be type as indicated on the Plans.
HERBICIDES AND PESTICIDES
All products shall be used in their appropriate applications with strict adherence to the
manufacturer’s specifications and instructions. Postemergent herbicide for all areas shall be
Glyphosate, N-(phosphonomethyl) glycine, in the form of its isopropylamine salt such as Roundup
Pro, Diquat, Montar, or approved egual. Preemergent herbicide for shrubs and groundcover areas
planted from flats shall be treflan, Surflan, Eptan, or approved equal.
ROOT BARRIERS
Root barriers shall be no less than 39” in width. Root barriers shall be “Biobarrier”, as
manufactured by Reemay, Inc., 70 Old Hickery Boulevard, Old Hickory, TN 97138, Phone 615-
847-7000, No substitutions will be accepted.
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PART 3
3.01
A.
B.
C.
3.02
A.
B.
C.
3.03
A.
B.
C.
D.
E.
F.
EXECUTION
SOIL CONDITIONING, FERTILIZING AND ROTOTILLING
After the areas have been graded, the following rates of soil conditioning and amendment materials
shall be evenly spread over all planting areas and shall be thoroughly scarified to an average depth
of six (6) inches by rototilling a minimum of two (2) alternating passes.
1. Iron Sulphate: 20 Ibs. per 1,000 sq. ft.
2. Soil Conditioner: 3 cu. yd. per 1,000 sq. ft.
3. Pre-plant Fertilizer: 30 Ibs. per 1,000 sq. ft.
These application rates shall be over ridden by soil scientist soil amendment recommendations.
Contractor shall have on site the written report from soil scientist for presentation to Agency.
Rate of application is for bidding purposes only. Soil test may reduce or increase total soil
amendment yardage. Adjustment (plus or minus may be necessary.) Contractor shall obtain at
least three soil tests of final grade at site and submit results to Agency for interpretation and
recommendation. The Contractor shall submit a binding unit price for each itemized soil
amendment which will be used to determine changes to the Contract amount in the event of
modifications to rates of applications as specified herein.
The thoroughness and completeness of the rototilling and incorporation of the soil
conditioners/amendments shall be acceptable to the Agency.
DEEP WATERING
After complete installation and testing of the Irrigation system, all areas shall be deep watered and
compacted and settled by continuous application of imgation water until the soil is moist to a
minimum depth of 8".
Care shall be taken that the rate of application of water does not cause erosion or sluffing of soils.
All depressions, voids, erosion scars and settled trenches generated by the deep watering shall be
filled with conditioned topsoil and brought to finish grade.
FINISH GRADING
Finish grades shall be indicated by the Agency.
Finish grades shall be measured as the final water compacted and settled surface grades and shall
be within plus or minus 0.1 foot of the spot elevations and grade lines indicated on the drawing.
Finish grades shall be measured at the top surface of surface materials.
Molding and rounding of the grades shall be provided at all changes in slope.
All undulations and irregularities in the planting surfaces resulting from tillage, rototilling and all
other operations shall be leveled and floated out before planting operations are initiated.
The Contractor shall take every precaution to protect and avoid damage to sprinkler heads,
irrigation lines, and other underground utilities during its grading and conditioning operations.
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Final finish grades shall insure positive drainage of the site with all surface drainage away from
buildings, walls, and toward roadways, drains and catch basins.
Final grades shall be acceptable to the Agency before planting operations will be allowed to begin.
Planting surfaces shall be graded with no less than 1 percent surface slope for positive drainage.
PLANTING
The layout of locations for plants and outlines of groundcover to be planted shall be approved on
the site by the Agency, prior to their planting. All such locations shall be checked for possible
interference with existing underground piping, prior to excavation of holes. If underground
construction or utility lines are encountered in the excavation of planting areas, other locations for
the planting may be selected by the Agency. Damage to existing utilities shall be the responsibility
of the Contractor.
TREES, SHRUBS AND VINES
Install trees a minimum 10’ away from all sewer pipelines. Contractor to verify with onsite Agency
for exact location of pipelines. All other utilities shall have a 5’ minimum clearance for all tree
installation.
Planting holes shall be of size as shown in details.
Excavation shall include the stripping and stacking of all acceptable soil encountered within the
areas to be excavated for plant pits and planting beds. Protect all areas that are to be trucked over
and upon which soil is to be temporarily stacked pending its re-use for the fillings of holes, pits and
beds.
Excess soil, generated from the planting holes shall be used for construction of water basin around
each plant or tree. Compact all basins around each plant to avoid erosion.
All used containers shall be removed to the storage area or from the site.
The plants shall be planted at approved locations with the heretofore specified conditioner and soil
planting backfill.
The plants shall be placed in the planting pits on the backfill material which has been hand tamped
and water settled to the rootball base levels prior to the placement of the plants. After setting the
plants, the remaining backfill material shall be carehlly tamped and settled around each rootball to
fill all voids.
Each tree and shrub shall be placed in the center of the hole and shall be set plumb and held rigidly
in position until the planting backfill has been tamped from around each root ball.
All plants shall be set at such a level that after settling they bear the same relationship to the
surrounding finish grade as they bore to the soil line grade in the container.
Planting tablets shall be placed in each tree or shrub planting hole at the following rates:
1. 1-2 1 gram tablet per 1 gallon container.
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2. 2-2 1 gram tablets per 5 gallon container.
3. 4-2 1 gram tablets per 15 gallon container.
4. 1-21 gram tablet per each 4 inch of box size.
No plant will be accepted if the rootball is broken or cracked, either before, during or after the
process of installation.
All plants shall be thoroughly watered into the full depth of each plant hole immediately after
planting.
All trees, 24" box, and smaller shall be staked with two wood stakes (or guyed as indicated on the
Plans), driven into the ground on the windward side of the tree. The stakes shall be driven in
plumb and secure. Special care shall be taken that the driving in of the stake does not damage the
tree roots or root ball. Tree ties shall be fastened to each tree and stake by looping figure 8's with
the inside diameter of the tie at 2 or 3 times the diameter of the tree and by tacking the back of the
tie to the stake. (See the Plans.)
The staking shall be accomplished in such a manner as to insure the proper and healthy growth and
the safety of the plants, property, and the public.
Pruning after planting shall be required on all trees, shrubs and vines when necessary to provide the
specified or approved standard shapes, form and/or sizes characteristic to each plant. Pruning may
include thinning, topping, and/or cutting and shall be under the direction of the Agency cuts over
3/4 inch in diameter shall be painted with an approved tree sealant.
PLANTING GROUNDCOVERS
Groundcovers shall be planted in the areas indicated on the Plans. The groundcover plants shall be
rooted cuttings grown in flats, and shall remain in those flats until transplanting.
All groundcover plants shall be planted with soil around roots in staggered rows, evenly spaced at
the intervals called out on the Plans.
The groundcover plants shall be planted sufficiently deep to cover all roots and a 5 gram planting
tablet shall be placed in each planting hole and shall be immediately sprinkled after planting until
the entire area is soaked to the full depth of all holes. Keep 5 gram tablet 1" away from roots of
flat plants.
POST FERTILIZATION
Post Fertilization for all areas (14-7-3) shall occur 45 days after planting at a rate of 15 Ibs. per
1,000 sq. ft.
CLEAN UP
As project progresses, Contractor shall maintain all areas in a neat manner and remove unsightly
debris as necessary. After completion of project, the Contractor shall remove all debris and
containers used in accomplishing work. The Contractor shall sweep and clean all sidewalks,
asphalt, and concrete areas adjacent to plantings.
END OF SECTION
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SECTION 03 100
CONCRETE FORMWORK
PART 1 GENERAL
1.01 SUMMARY OF SECTION
A. Furnish all labor, materials, equipment and incidentals required and design, install and remove
formwork for cast-in-place concrete as shown on the Drawings and as specified herein.
B. Secure to forms as required or set for embedment as required, all miscellaneous metal items, sleeves,
reglets, anchor bolts, inserts and other items furnished under other Sections and required to be cast
into concrete.
1.02 RELATED WORK
A. Concrete Reinforcement is included in Section 03200.
B. Concrete Joints and Joint Accessories are included in Section 03250.
C. Cast-in-Place Concrete is included in Section 03300.
D. Grout is included in Section 03600.
1.03 SUBMITTALS
A. Submit to the Engineer, in accordance with SSPWC 2003, shop drawings and product data showing
materials of construction and details of installation for:
1. Form release agent
2. Formties
3. Bond breakers
4. Location and sequence of the concrete placements.
1.04 REFERENCE STANDARDS
A. American Concrete Institute (ACI)
1. ACI 301 - Specifications for Structural Concrete for Buildings
2. ACI 3 18 - Building Code Requirements for Reinforced Concrete
3. ACI 347 - Guide to Formwork for Concrete
B. American Plywood Association (APA)
1. Material grades and designations as specified
C. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
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Concrete Formwork
03100-1
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2.01
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2.02
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B.
SYSTEM DESCRIPTION
General: Architectural Concrete is wall or slab concrete which will have surfaces exposed to view in
the finished work.
Structural design responsibility: All forms and shoring shall be designed at the Contractor's expense
by a professional civil engineer registered in the State of California. Formwork shall be designed
and erected in accordance with the requirements of ACI 30 1 and ACI 3 18 and as recommended in
ACI 347 and shall comply with all applicable regulations and codes. The design shall consider any
special requirements due to the use of plasticized and/or retarded set concrete. All forms shall be
designed for the static head of plastic concrete.
PRODUCTS
GENERAL
The usage of a manufacturer's name and model or catalog number is for the purpose of establishing
the standard of quality and general configurations required.
MATERIALS
Forms for cast-in-place concrete shall be made of wood, metal, or other approved material. Wood
forms for the project shall be new and unused. Construct wood forms of sound lumber or plywood
of suitable dimensions and fiee from knotholes and loose knots. Where used for exposed surfaces,
dress and match boards. Sand plywood smooth and fit adjacent panels with tight joints. Metal
forms may be used when approved by the Engineer. All forms shall be designed and constructed to
provide a flat, uniform concrete surface requiring minimal finishing or repairs.
Wall Forms
Forms for all exposed concrete walls shall be new and unused "Plyform" exterior grade plywood
panels manufactured in compliance with the APA and bearing the trademark of that group, or
equal acceptable to the Engineer. Provide B grade or better veneer on all faces to be placed
against concrete during forming. Where concrete surfaces will be exposed to water, High
Density Overlay (HDO) plyform shall be used. HDO plyform shall be LMN Form HDO
100/30 by Linnton Plywood Association or equal, The class of material and grades of interior
plies shall be of sufficient strength and stiffness to provide a relatively smooth, uniform concrete
surface requiring minimal finishing and grinding.
Forms shall be constructed of materials and in a manner that will result in rigid forms with
sufficient strength to withstand, without noticeable deflection, movement, or leakage, the high
hydraulic pressures resulting from rapid filling of forms and heavy high fi-equency vibration of
the concrete. Deflection in formwork shall be limited to 1/360 of each component span. Form
joints shall be laid out in a uniform pattern or as indicated on the Drawings.
All joints or gaps in forms shall be taped, gasketed, plugged, and/or caulked with an approved
material so that the joint will remain watertight and will withstand placing pressures without
bulging outward or creating surface patterns.
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4. Forms for circular structures shall conform to the circular shape of the structure. Straight panels
may be substituted for circular panels if the straight panels do not exceed 2-ft in width nor
deflect more that 3-1/2 degrees per joint, nor conflict with specific notes on the Drawings.
C. Form Release Agent
1. Coat all forming surfaces in contact with concrete which will not be painted, using an effective,
non-staining, non-residual, water based, bond-breaking form coating unless otherwise noted.
D. FormTies
1. Form ties encased in concrete other than those specified in the following paragraphs shall be
designed so that, after removal of the projecting part, no metal shall remain within 1 -1/2-in of
the face of the concrete. The part of the tie to be removed shall be at least %-in diameter or be
provided with a wood or metal cone at least %-in diameter and 1-1/2-in long. Form ties in
concrete exposed to view shall be the cone-washer type.
2. Form ties for exposed exterior and interior walls shall be as specified in the preceding paragraph
except that the cones shall be of approved wood or plastic.
3. Flat bar ties for panel forms shall have plastic or rubber inserts having a minimum depth of 1-
1/2-in and sufficient dimensions to permit proper patching of the tie hole.
4. Ties for liquid containment structures shall have an integral waterstop that is tightly welded to
the tie.
5. Common wire shall not be used for form ties.
6. Alternate form ties consisting of tapered through-bolts at least 1-in in diameter at smallest end or
through-bolts that utilize a removable tapered sleeve of the same minimum size may be used at
the Contractor's option. Obtain Engineer's acceptance of system and spacing of ties prior to
ordering or purchase of forming. The Contractor shall be responsible for watertightness of the
form ties and any repairs needed.
PART 3 EXECUTION
3.01 GENERAL
A. Forms shall be used for all cast-in-place concrete including sides of footings except for pipe and
conduit encasements where concrete may be placed directly against the side of the trench. Forms
shall be constructed and placed so that the resulting concrete will be of the shape, lines, dimensions
and appearance indicated on the Drawings.
B. Molding, bevels, or other types of chamfer strips shall be placed to produce blockouts, rustications,
or chamfers as shown on the Drawings or as specified herein. Chamfer strips shall be provided at
horizontal and vertical projecting corners to produce a %-in chamfer. Rectangular or trapezoidal
moldings shall be placed in locations requiring sealants where specified or shown on the Drawings.
Sizes of moldings shall conform to the sealants manufacturer's recommendations.
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Concrete Formwork
031 00-3
C. Forms shall be sufficiently rigid to withstand construction loads and vibration and to prevent
displacement or sagging between supports. Construct forms so that the concrete will not be
damaged by their removal. The Contractor shall be entirely responsible for the adequacy of the
forming system.
D. Where the Engineer authorizes reuse of form material, all form surfaces in contact with concrete
shall be thoroughly cleaned, all damaged places repaired, all projecting nails withdrawn and all
protrusions smoothed. Reuse of wooden forms for other than rough finish will not be permitted.
E. Pipe embedments and metal items used to support pipe penetrations shall have a minimum clearance
of 2 inches from reinforcing steel bars.
3.02 FORM TOLERANCES
A. Forms shall be surfaced, designed and constructed in accordance with the recommendations of ACI
347 and shall meet the following additional requirements for the specified finishes.
B. Formed Surface Exposed to View: Edges of all form panels in contact with concrete shall be flush
within 1/32-in and forms for plane surfaces shall be such that the concrete will be plane within 1116-
in in 4-ft. Forms shall be tight to prevent the passage of mortar, water and grout. The maximum
deviation of the finish wall surface at any point shall not exceed %-in from the intended surface as
shown on the Drawings. Fonn panels shall be arranged symmetrically and in an orderly manner to
minimize the number of seams.
C. Formed surfaces not exposed to view or buried shall meet requirements of Class "C" Surface in ACI
347.
D. Formed rough surfaces including mass concrete, pipe encasement, electrical duct encasement and
other similar installations shall have no minimum requirements for surface smoothness and surface
deflections. The overall dimensions of the concrete shall be plus or minus lin.
E. Architectural Concrete: All smooth faces to be exposed to view shall have surface deflections
limited to 1/32-in at any point and the variation in wall deflection shall not exceed 1/16-in per 44.
The maximum deviation of the finished wall surface at any point shall not exceed %-in. from the
intended surface as shown on the Drawings. All textured faces, form lines, or rustications to be
exposed to view shall be straight, plumb and true with a variation of no more than %-in. in 104.
measured in any direction.
3.03 FORM PREPARATION
A. Wood forms in contact with concrete which are not to be painted shall be coated with an effective
release agent prior to form installation.
B. Steel forms shall be thoroughly cleaned and mill scale and other ferrous deposits shall be
sandblasted or otherwise removed from the contact surface for all forms, except those utilized for
surfaces receiving a rough finish. All forms shall have the contact surfaces coated with a release
agent unless the concrete contact surface is to be painted.
Concrete Forrnwork
031 00-4
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3.04 REMOVAL OF FORMS
A. The Contractor shall be responsible for all damage resulting from removal of forms. Forms and
shoring for structural slabs or beams shall remain in place in accordance with ACI 301 and ACI 347.
Form removal shall conform to the requirements specified in Section 03300.
3.05 FIELD INSPECTION
A. The Engineer shall be notified when the forms are complete and ready for inspection at least 24
hours prior to the proposed concrete placement.
B. Failure of the forms to comply with the requirements specified herein, or to produce concrete
complying with requirements of this Section, shall be grounds for rejection of that portion of the
concrete work. Rejected work shall be repaired or replaced as directed by the Engineer at no
additional cost to the Agency. Such repair or replacement shall be subject to the requirements of ths
Section.
END OF SECTION
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Concrete Formwork
031 00-5
Concrete Formwork
031 00-6
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SECTION 03200
CONCRETE REINFORCEMENT
PART 1
1.01
A.
1.02
A.
B.
C.
D.
E.
1.03
A.
B.
GENERAL
SUMMARY OF SECTION
Furnish all labor, materials, equipment and incidentals required and install all concrete
reinforcement complete as shown on the Drawings and as specified herein.
RELATED WORK
Concrete Formwork is included in Section 03 100.
Concrete Joint and Joint Accessories are included in Section 03250.
Cast-in-place Concrete is included in Section 03300.
Grout is included in Section 03600.
Concrete Masonry Units and Split Face Block Units are in Section 04200.
SUBMITTALS
Submit to the Engineer, in accordance with SSPWC 2003, shop drawings and product data showing
materials of construction, and details of installation for:
1. Reinforcing steel. Placement drawings shall conform to the recommendations of ACI 3 15. All
reinforcement in a concrete placement shall be included on a single placement drawing or cross
referenced to the main pertinent placement drawing. This drawing shall include bar lists,
schedule, bending details, placing plans and elevations, concrete cover, splice locations, splice
lengths, and the additional reinforcement (around openings, at comers, etc) shown on the
standard detail sheets. Bars to have special coatings and/or to be of special steel or special yield
strength are to be clearly identified.
Bar bending details. The bars shall be referenced to the same identification marks shown on the
placement drawings. Bars to have special coatings andor to be of special steel or special yield
strength are to be clearly identified.
2.
Submit Test Reports, in accordance with SSPWC 2003, of each of the following items.
1. Certified copy of mill test on each steel proposed for use showing the physical properties of the
steel and the chemical analysis.
Certified copy of test reports for each foreign manufactured steel proposed for use in the
fabrication of reinforcement. The tests shall be specifically made for this project at the expense
of the Contractor by a domestic independent testing laboratory certified to perform the tests.
The testing shall be for conformity to the applicable ASTM standard.
2.
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- __._~ __
1.04
A.
B.
C.
D.
E.
1.05
A.
B.
C.
PART 2
2.0 1
A.
B.
3. Welder's certification. The certification shall be in accordance with AWS D1.4 when welding of
reinforcement required.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
2. ASTM A706 - Standard Specification for Low-Alloy Steel Deformed Bars for Concrete
Reinforcement.
American Concrete Institute (ACI)
1. ACI 30 1 - Specifications for Structural Concrete for Buildings
2. ACI 3 15 - Details and Detailing of Concrete Reinforcement.
3. ACI 3 18 - Building Code Requirements for Reinforced Concrete
4. SP-66 (ACI 3 15) ACI Detailing Manual
Concrete Reinforcing Steel Institute (CRSI)
1. Manual of Standard Practice
American Welding Society (AWS)
1. AWS D 1.4 - Structural Welding Code Reinforcing Steel
Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
DELIVERY, HANDLING AND STORAGE
Reinforcing steel shall be substantially free from mill scale, rust, dirt, grease, or other foreign matter.
Reinforcing steel shall be shipped and stored with bars of the same size and shape fastened in
bundles with durable tags, marked in a legible manner with waterproof markings showing the same
"mark" designations as those shown on the submitted Placing Drawings.
Reinforcing steel shall be stored off the ground, protected from moisture and kept free from dirt, oil,
or other injurious contaminants.
PRODUCTS
MATERIALS
Materials shall be new and shall comply with the following material specifications.
Deformed Concrete Reinforcing Bars: ASTh4 A615, grade 60 deformed bars
Concrete Reinforcement
03200-2
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C. Concrete Reinforcing Bars required on the Drawings to be field bent or welded: ASTM A706
D. The following alternate materials are allowed:
1. ASTM A6 1 5 Grade 60 may be used for ASTM A706 provided the following requirements are
satisfied:
a. The actual yield strength of the reinforcing steel based on mill tests shall not exceed the
specified yield strength by more than 18,000 psi. Re-tests shall not exceed this value by
more than an additional 3000 psi.
b. The ratio of the actual ultimate tensile strength to the actual tensile yield strength of the
reinforcement shall not be less than 1.25.
c. The carbon equivalency (CE) of ASTM A615 bars shall be 0.55 or less.
E. Reinforcing Steel Accessories
1. Plastic Protected Bar Supports: CRSI Bar Support Specifications, Class 1 - Maximum
Protection.
2. Stainless Steel Protected Bar Supports: CRSI Bar Support Specifications, Class 2 - Moderate
Protection.
3. Precast Concrete Block Bar Supports: CRSI Bar Support Specifications, Precast Blocks.
Blocks shall have equal or greater strength than the surrounding concrete.
F. Tie Wire
1. Tie Wires for Reinforcement shall be 16-gauge or heavier, black annealed wire.
G. Mechanical Reinforcing Steel Splices (Mechanical Couplers)
1. Mechanical couplers shall be Type 2 as presented in AC13 18, Section 21.2.6. Unless otherwise
noted on the Drawings, mechanical coupler shall be designed to produce a splice strength in
tension or compression of not less than 125 percent of the ASTM specified minimum yield
strength of the rebar. Mechanical couplers shall be BPI standard barsplicer system or equal.
2. Mechanical reinforcing steel splices shall be positive connecting taper threaded type employng
a hexagonal coupler such as Lenton rebar splices as manufactured by Erico Products Inc., Solon,
OH or equal. Bar ends must be taper threaded with coupler manufacturer’s bar threader to
ensure proper taper and thread engagement. Bar couplers shall be torqued to manufacturer’s
recommended value.
H. Fiber Reinforcement (Synthetic Reinforcing Fiber)
1. Synthetic reinforcing fiber for concrete shall be 100 percent polypropylene collated, fibrillated
fibers as manufactured by Fibermesh Company of Synthetic Industries Inc., Chattanooga, TN -
Fiberrnesh or equal. Fiber length and quantity for the concrete mix shall be in strict compliance
with the manufacturer’s recommendations as approved by the Engineer.
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Concrete Reinforcement
03200-3
2.02 FABRICATION
A. Fabrication of reinforcement shall be in compliance with the CRSI Manual of Standard Practice.
B. Bars shall be cold bent. Bars shall not be straightened or rebent.
C. Bars shall be bent around a revolving collar having a diameter of not less than that recommended by
the CRSI.
D. Bar ends that are to be butt spliced, placed through limited diameter holes in metal, or threaded, shall
have the applicable end(s) saw-cut. Such ends shall terminate in flat surfaces within 1-1/2 degrees
of a right angle to the axis of the bar.
PART 3 EXECUTION
3.01 INSTALLATION
A. Surface condition, bending, spacing and tolerances of placement of reinforcement shall comply with
the CRSI Manual of Standard Practice. The Contractor shall be solely responsible for providing an
adequate number of bars and maintaining the spacing and clearances shown on the Drawings.
B. Except as otherwise indicated on the Drawings, the minimum concrete cover of reinforcement shall
be as follows:
1. Concrete cast against and permanently exposed to earth: 3-in
2. Concrete exposed to soil, water, sewage, sludge and/or weather (cover to be measured from
deepest part of architectural reveals):
a.
b.
No. 6 bars and larger - 2 in.
No. 5 bars and smaller - 1-1/2 in.
3. Concrete not exposed to soil, water, sewage, sludge andor weather:
a. Slabs (top and bottom cover), walls, joists, shells and folded plate members - 1 -in
B. Reinforcement which will be exposed for a considerable length of time after being placed shall be
coated with a heavy coat of neat cement slurry.
D. No reinforcing steel bars shall be welded either during fabrication or erection unless specifically
shown on the Drawings or specified herein, or unless prior written approval has been obtained from
the Engmeer. All bars that have been welded, including tack welds, without such approval shall be
immediately removed from the work. When welding of reinforcement is approved or called for, it
shall comply with AWS D1.4.
Concrete Reinforcement
03200-4
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E.
F.
G.
H.
3.02
A.
3.03
A.
B.
3.04
A.
B.
C.
Reinforcing steel interfering with the location of other reinforcing steel, conduits or embedded items,
may be moved within the specified tolerances or one bar diameter, whichever is greater. Greater
displacement of bars to avoid interference, shall only be made with the approval of the Engineer. Do
not cut reinforcement to install inserts, conduits, mechanical openings or other items without the
prior approval of the Engneer.
Securely support and tie reinforcing steel to prevent movement during concrete placement. Secure
dowels in place before placing concrete.
Reinforcing steel bars shall not be field bent except where shown on the Drawings or specifically
authorized in writing by the Engineer. If authorized, bars shall be cold-bent around the standard
diameter spool specified in the CRSI. Do not heat bars. Closely inspect the reinforcing steel for
breaks. If the reinforcing steel is damaged, replace, Cadweld or otherwise repair as directed by the
Engmeer. Do not bend reinforcement after it is embedded in concrete.
Reinforcing steel bars shall have a minimum clearance of 2 inches from all metal items such as
rebar, wire or plates used to support pipe penetrations and pipe embedments.
REINFORCEMENT AROUND OPENINGS
Unless specific additional reinforcement around openings is shown on the Drawings, provide
additional reinforcing steel on each side of the opening equivalent to one half of the cross-sectional
area of the reinforcing steel interrupted by an opening. The bars shall have sufficient length to
develop bond at each end beyond the opening or penetration. Show these openings on the
reinforcing placement drawings and provide additional reinforcing at each side of opening.
SPLICING OF REINFORCEMENT
Lap splices shall be provided at all laps in compliance with ACI 3 18. Splices in adjacent bars shall
be staggered. Splices in two curtains where used shall not occur in the same location. Class A
splices may be used when 50 percent or less of the bars are spliced within the required lap length.
Class B splices shall be used at all other locations.
Mechanical reinforcing steel splicers shall be used only where shown on drawings and only if
approved by the Engineer.
ACCESSORIES
The Contractor shall be solely responsible for determining, providing and installing accessories such
as chairs, chair bars and the like in sufficient quantities and strength to adequately support the
reinforcement and prevent its displacement during the erection of the reinforcement and the
placement of concrete.
Use precast concrete blocks where the reinforcing steel is to be supported over soil.
Stainless steel bar supports or steel chairs with stainless steel tips shall be used where the chairs are
set on forms for a concrete surface that will be exposed to weather, high humidity, or liquid
(including bottom of slabs over liquid containing areas). Use of galvanized or plastic tipped metal
chairs is permissible in all other locations unless otherwise noted on the Drawings or specified
herein.
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Concrete Reinforcement
03200-5
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D. Alternate methods of supporting top steel in slabs, such as steel channels supported on the bottom
steel or vertical reinforcing steel fastened to the bottom and top mats, may be used if approved by the
Engineer.
3.05 FIELD INSPECTION
A. In no case shall any reinforcing steel be covered with concrete until the installation of the
reinforcement, including the size, spacing and position of the reinforcement has been observed by
the Engineer and the Engineer's release to proceed with the concreting has been obtained. The
Engineer shall be given a minimum of 24 hours prior notice of the readiness of placed reinforcement
for observation. The forms shall be kept open until the Engineer has finished hisher observations of
the reinforcing steel.
END OF SECTION
Concrete Reinforcement
03200-6
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SECTION 03250
CONCRETE JOINTS AND JOINT ACCESSORIES
PART 1
1.01
A.
1.02
A.
B.
C.
D.
E.
F.
G.
1.03
A.
B.
GENERAL
SUMMARY OF SECTION
Furnish all labor, materials, equipment and incidentals required and install accessories for concrete
joints as shown on the Drawings and as specified herein.
RELATED WORK
Concrete Fonnwork is included in Section 03 100.
Concrete Reinforcement is included in Section 03200.
Cast-In-Place Concrete is included in Section 03300.
Concrete finishing is included in Section 03350.
Grout is included in Section 03600.
Miscellaneous Metals are included in Section 05500.
Sealants and Caulking are included in Section 07920.
SUBMITTALS
Submit to the Engineer, in accordance with SSPWC 2003, shop drawings and product data.
Submittal shall include the following:
1. Waterstops: Product data including catalog cut, technical data, storage requirements, splicing
methods and Conformity to ASTM standards.
2. Premolded joint fillers: Product data including catalog cut, technical data, storage requirements,
installation requirements, location of use and conformity to ASTM standards.
3. Bond breaker: Product data including catalog cut, technical data, storage requirements,
installation requirements, location of use and conformity to ASTM standards.
4. Bonding agents: Product data including catalog cut, technical data, storage requirements,
product life, application requirements and conformity to ASTM standards.
Certifications
1. Certification that all materials used within the joint system are compatible with each other.
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Concrete Joints
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03250-1
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1.04
A.
B.
C.
PART 2
2.01
A.
B.
2.02
A.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1. ASTM A675 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality,
Mechanical Properties.
2. ASTM C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.
3. ASTM C1059 - Standard Specification for Latex Agents for Bonding Fresh to Hardened
Concrete.
4. ASTM D1752 - Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint
Fillers for Concrete Paving and Structural Construction.
U.S. Army Corps of Engineers (CRD).
1. CRD C572 - Specification for Polyvinylchloride Waterstops.
Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
PRODUCTS
GENERAL
The use of manufacturer's name and model or catalog number is for the purpose of establishing the
standard of quality and general configuration required.
All materials used together in a given joint (bond breakers, backer rods, joint fillers, sealants, etc)
shall be compatible with one another. Coordinate selection of suppliers and products to ensure
compatibility. Under no circumstances shall asphaltic bond breakers or joint fillers be used in joints
receiving sealant.
MATERIALS
Waterstops
1 Plastic Waterstop - Non-expansion joint; liquid retaining structure. 6-in by 3/8-in ribbed type
flat waterstops made by extruding elastomeric plastic compound with virgin polyvinylchloride
as the basic resins. The compound shall contain no reprocessed materials. Minimum tensile
strength of waterstop shall be 1750 psi. Provide shop-fabricated waterstop fittings for all
intersections. Only straight butt joint splices may be made in the field. The waterstop shall
conform to CRD-C572. Waterstops shall be style FR-6380 by Paul Murphy Plastics Co.,
Roseville, MI; Style 679 by Greenstreak Plastic Products, St. Louis, MO; Style R6-3 8 by
Vinylex Corp., Knoxville, TN or equal.
Concrete Joints
and Joint Accessories
03250-2
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2. Expansive waterstops - Constructions joints between hardened concrete and new concrete
casting in the caissons where indicated in the Drawings. Continuous waterstop shall be
Hydrotite CJ-1020 Water by Greenstreak Plastic Products, St. Louis, MO or equal.
B. Pre-molded Joint Filler
1. Self-expanding cork (Cork) - Self-expanding cork shall be used at all joints between structural
elements and all joints requiring sealant. Self-expanding cork shall conform to ASTM D1752
Type III. The thickness shall be %-in unless shown otherwise on the Drawings. Cork shall be
Sealtight Products by W.R. Meadows, Inc., Elgin, IL or equal.
2. Fiber joint filler (Fiberboard) - Fiber joint filler shall be asphalt-impregnated fiber board
conforming to ASTM D 175 1. Thickness shall be %-in unless otherwise shown on the
Drawings. Fiberboard shall be Sealtight Products by W.R. Meadows, Inc., Elgin, IL or equal.
C. Bond Breaker
1. Bond breaker tape shall be an adhesive-backed glazed butyl or polyethylene tape which will
satisfactorily adhere to the pre-molded joint filler or concrete surface as required. The tape shall
be the same width as the joint.
2. Bond breaker for concrete other than where tape is specifically called for shall be either bond
breaker tape or a nonstaining type bond prevention coating such as Williams Tilt-up Compound
by Williams Distributors Inc.; Silcoseal77, by SCA Construction Supply Division, Superior
Concrete Accessories; Super Bond Breaker WB by Burke Co., San Mateo, CA or equal.
D. Bonding Agent
1. Epoxy bonding agent shall be a two-component, solvent-free, moisture insensitive, epoxy resin
material conforming to ASTM C881, Type V. The bonding agent shall be Sikadur 32 Hi-Mod
by Sika Corporation of Lyndhurst, N.J.; Concresive Liquid (LPL) by Master Builders of
Cleveland, OH or equal.
PART 3 EXECUTION
3.01 INSTALLATION
A. Waterstops
1. Install waterstops for all joints where indicated on the Drawings. Waterstops shall be
continuous around all comers and intersections so that a continuous seal is provided. Waterstop
intersection fittings shall be factory made or shop welded. Splices shall be made by welding in
accordance with the manufacturer's recommendations. Only manufacturer's special approved
tools shall be used for welding. The finished splices shall provide a cross-section that is dense
and free of porosity.
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Concrete Joints
and Joint Accessories
03250-3
2.
3.
4.
5.
6.
To properly secure waterstops in wall joints before concrete is placed, center the waterstop in the
joint. Clamp both edges of the waterstop to reinforcing steel with black annealed steel tie wire
as specified for tyng reinforcing steel and secure in place so that the waterstop will be
perpendicular to the joint and remain in the required position during concrete placement.
The spacing of the waterstop ties shall match the spacing of the adjacent reinforcing, but need
not be spaced closer than 12-in on center.
Horizontal waterstops in slabs shall be clamped in position by the bulkhead (unless previously
set in concrete) and the edge of the waterstop shall be lifted while placing concrete below the
waterstop. Then the waterstop shall be manually forced against and into the placed concrete and
covered with fresh concrete, to ensure adequate encasement of the waterstop in concrete.
Each piece of the waterstop shall be of maximum practicable length to provide a minimum
number of splices.
Waterstops shall be installed so that half of the width will be embedded on each side of the joint.
Care shall be exercised to ensure that the waterstop is completely embedded in void-fiee
concrete.
B. Construction Joints
1.
2.
3.
4.
5.
6.
Make construction joints only at locations shown on the Drawings or as approved by the
Engmeer. Any additional or relocation of construction joints proposed by the Contractor, must
be submitted to the Engineer for written approval.
All joints shall be perpendicular to main reinforcement. Continue reinforcing steel through the
joint as indicated on the Drawings. When joints in beams are allowed, provide a shear key and
inclined dowels as approved by the Engineer.
Provide sealant grooves for joint sealant where indicated on the Drawings.
At all construction joints and at concrete joints designated on the Drawings to be "roughened",
uniformly roughen the surface of the concrete to a full amplitude (distance between high and
low points or side to side) of approximately %-in with suitable tools to expose a fresh face.
Thoroughly clean joint surfaces of loose or weakened materials by waterblasting or sandblasting
and prepare for bonding. At least 2 hours before and again shortly before the new concrete is
deposited, the joints shall be saturated with water. After glistening water disappears, the joints
shall be given a thorough coating of neat cement slurry mixed to the consistency of very heavy
paste. The surfaces shall receive a coating at least 1/8-in thick, well scrubbed-in by means of
stiff bristle brushes whenever possible. Horizontal wall joints with no access to the earlier
concrete placement surface shall have the roughened surface thoroughly coated with a neat
cement slurry of pouring consistency. New concrete shall be deposited before the neat cement
dries.
Provide waterstops in all wall and slab construction joints in liquid containment structures and at
other locations shown on the Drawings.
Keyways shall not be used in construction joints unless specifically shown on the Drawings or
approved by the Engineer.
Concrete Joints and Joint Accessories
03250-4
END OF SECTION
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SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 GENERAL
This specification shall be used for the manufacture of concrete used in the construction of all reinforced
concrete structures, including but not limited to: caissons, slabs on grade, vaults, concrete structures, cast-in-
place drilled piers, and drainage structures. Concrete specified in the Standard Specifications for Public Works
Construction and designated for such use may be used for concrete curbs, sidewalks and drainage ditches.
1.01
A.
1.02
A.
B.
C.
D.
E.
F.
1.03
A.
SCOPE OF WORK
Furnish all labor and materials required and install cast-in-place concrete complete as shown on the
Drawings and as specified herein.
RELATED WORK
Concrete Formwork is included in Section 03 100.
Concrete Reinforcement is included in Section 03200.
Concrete Joints and Joint Accessories are included in Section 03250.
Concrete Finishes are included in Section 03350.
Concrete Electrical Duct Encasement is included in Section 033 80.
Grout is included in Section 03600.
SUBMITTALS
Submit to the Engineer, in accordance with SSPWC 2003, shop drawings and product data
submittal including the following:
1.
2.
3.
4.
5.
Sources of cement, pozzolan, and aggregates.
Material Safety Data Sheets (MSDS) for all concrete components and admixtures.
Air-entraining admixture. Product data including catalogue cut, technical data, storage
requirements, product life, recommended dosage, temperature considerations and conformity
to ASTM standards.
Water-reducing admixture. Product data including catalogue cut, technical data, storage
requirements, product life, recommended dosage, temperature considerations and conformity
to ASTM standards.
Anti-washouthon-dispersible admixture. Product data including catalogue cut, technical data,
storage requirements, product life, recommended dosage, temperature considerations and
conformity to ASTM standards. To be used in seal slabs.
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6. High-range water-reducing admixture (plasticizer). Product data including catalogue cut,
technical data, storage requirements, product life, recommended dosage, temperature
considerations, retarding effect, slump range and conformity to ASTM standards. Identify
proposed locations of use.
7. Concrete mix for each formulation of concrete proposed for use including constituent
quantities per cubic yard, water-cementitious materials ratio, concrete slump, type and
manufacturer of cement. Provide either a. or b. below for each mix proposed.
a. Standard deviation data for each proposed concrete mix based on statistical records.
b. The curve of water-cementitious materials ratio versus concrete cylinder strength for each
formulation of concrete proposed based on laboratory tests. The cylinder strength shall be
the average of the 28-day cylinder strength test results for each mix. Provide results of 7
and 14 day tests if available.
8. Sheet curing material. Product data including catalogue cut, technical data and conformity to
ASTM standard.
9. Liquid curing compound. Product data including catalogue cut, technical data, storage
requirements, product life, application rate and conformity to ASTM standards. Identify
proposed locations of use.
10. Tremie placement system for underwater concreting. Detailed descriptive procedure for
underwater concrete placement that demonstrates conformance with ACI 304R, and the site-
specific constraints and requirements.
B. Samples
1. Fine and coarse aggregates if requested by the Engineer.
C. TestReports
1. Fine aggregates - sieve analysis, physical properties, and deleterious substance.
2. Coarse aggregates - sieve analysis, physical properties, and deleterious substances.
3. Cements - chemical analysis and physical properties for each type.
4. Pozzolans - chemical analysis and physical properties.
5. Proposed concrete mixes - Slump, shrinkage, air content, and compressive strength in
accordance with the requirements of ACI 3 18, Chapter 5.
D. Certifications
1. Certify admixtures used in the same concrete mix are compatible with each other and the
aggregates.
2. Certify curing compound is suitable for use in contact with potable water after 30 days (non-
toxic and free of taste or odor).
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E.
F.
1.04
A.
Qualifications
1. Independent testing laboratory: Name, address and qualifications. Laboratories affiliated with
the Contractor or in which the Contractor or its officers have a beneficial interest are not
acceptable.
Work Plans
1. Cold weather concreting.
2. Hot weather concreting.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
ASTM C3 1 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.
ASTM C33 - Standard Specification for Concrete Aggregates.
ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
ASTM C42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete.
ASTM C94 - Standard Specification for Ready-Mixed Concrete.
ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement Concrete
ASTM C150 - Standard Specification for Portland Cement
ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete
ASTM C 173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method.
ASTM C23 1 - Standard Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method.
ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing
Concrete.
ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan
for Use as a Mineral Admixture in Concrete.
ASTM C 101 7 - Standard Specification for Chemical Admixtures for use in Producing
Flowing Concrete.
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B.
C.
1.05
A.
B.
C.
D.
E.
F.
American Concrete Institute (ACI).
I.
2.
3.
4.
5.
ACI 304R - Guide for Measuring, Mixing, Transporting and Placing Concrete.
ACI 305R - Hot Weather Concreting.
ACI 306.1 - Standard Specification for Cold Weather Concreting.
ACI 3 18 - Building Code Requirements for Structural Concrete.
ACI 350R - Environmental Engineering Concrete Structures.
Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
QUALITY ASSURANCE
Reinforced concrete shall comply with ACI 3 18, the recommendations of ACI 350R and other
stated requirements, codes and standards. The most stringent requirement of the codes, standards
and this Section shall apply when conflicts exist.
Only one source of cement and aggregates shall be used on any one structure. Concrete shall be
uniform in color and appearance.
Well in advance of placing concrete, the Contractor shall discuss with the Engmeer the sources of
individual materials and batched concrete proposed for use. Contractor shall discuss placement
methods, waterstops and curing. Contractor shall propose methods of hot and cold weather
concreting as required. Prior to the placement of any concrete containing a high-range water-
reducing admixture (plasticizer), the Contractor, accompanied by the plasticizer manufacturer, shall
discuss the properties and techniques of batching and placing plasticized concrete.
If, during the progress of the work, it is impossible to secure concrete of the required workability
and strength with the materials being furnished, the Engmeer may order such changes in
proportions or materials, or both, as may be necessary to secure the desired properties. All changes
so ordered shall be made at the Contractor's expense.
If, during the progress of the work, the materials from the sources originally accepted change in
characteristics, the Contractor shall, at hisher expense, make new acceptance tests of aggregates
and establish new design mixes.
Testing of the following materials shall be furnished by Contractor to verify conformity with this
Specification Section and the stated ASTM Standards.
1. Fine aggregates for conformity with ASTM C33 - sieve analysis, physical properties, and
deleterious substances.
2. Coarse aggregates for conformity with ASTM C33 - sieve analysis, physical properties, and
deleterious substances.
3. Cements for conformity with ASTM C150 - chemical analysis and physical properties.
4. Pozzolans for Conformity with ASTM C618 - chemical analysis and physical properties.
5. Proposed concrete mix designs - compressive strength, shrinkage slump, and air content.
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G.
H.
1.06
A.
B.
C.
D.
E.
F.
G.
PART 2
2.01
A.
B.
2.02
A.
Field testing and inspection services will be provided by the Agency. The cost of such work,
except as specifically stated otherwise, shall be paid by the Agency. Testing of the following items
shall be by the Agency to verify conformity with this Specification Section.
1. Concrete placements - compressive strength (cylinders), compressive strength (cores), slump,
and air content.
2. Other materials or products that may come under question.
All materials incorporated in the work shall conform to accepted samples.
DELIVERY, STORAGE AND HANDLING
Cement: Store in weathertight buildings, bins or silos to provide protection from dampness and
contamination and to minimize warehouse set.
Aggregate: Arrange and use stockpiles to avoid excessive segregation or contamination with other
materials or with other sizes of like aggregates. Build stockpiles in successive horizontal layers not
exceeding 3-ft in thickness. Complete each layer before the next is started. Do not use frozen or
partially frozen aggregate.
Sand: Arrange and use stockpiles to avoid contamination. Allow sand to drain to a uniform
moisture content before using. Do not use frozen or partially frozen aggregates.
Admixtures: Store in closed containers to avoid Contamination, evaporation or damage. Provide
suitable agltating equipment to assure uniform dispersion of ingredients in admixture solutions
which tend to separate. Protect liquid admixtures from freezing and other temperature changes
which could adversely affect their characteristics.
Pozzolan: Store in weathertight buildings, bins or silos to provide protection from dampness and
contamination.
Sheet Curing Materials: Store in weathertight buildings or off the ground and under cover.
Liquid Curing Compounds: Store in closed containers.
PRODUCTS
GENERAL
The use of manufacturer's name and model or catalog number is for the purpose of establishing the
standard of quality and general configuration required.
Like items of materials shall be the end products of one manufacturer in order to provide
standardization for appearance, maintenance and manufacturer's service.
MATERIALS
Materials shall comply with this Section and any applicable State or local requirements.
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B.
C.
D.
E.
F.
G.
H.
Cement: Domestic portland cement complying with ASTM C 150. Air entraining cements shall not
be used. Cement brand shall be subject to approval by the Engineer and one brand shall be used
throughout the Work. The following cement type(s) shall be used:
1.
2.
Class A and C Concrete - Type II
Class D and E Concrete - Type V (see note 11 on Table 1 for exception)
Fine Aggregate: Washed inert natural sand conforming to the requirements of ASTM C33.
Coarse Aggregate: Well-graded crushed stone or washed gravel conforming to the requirements of
ASTM C33. Grading requirements shall be as listed in ASTM C33 Table 2 for the specified coarse
aggregate size number. Limits of Deleterious Substances and Physical Property Requirements shall
be as listed in ASTM C33 Table 3 for severe weathering regons. Size numbers for the concrete
mixes shall be as shown in Table 1 herein.
Water: Potable water fiee from injurious amounts of oils, acids, alkalis, salts, organic matter, or
other deleterious substances.
Admixtures: Admixtures shall be free of chlorides and alkalis. When it is required to use more
than one admixture in a concrete mix, the admixtures shall be from the same manufacturer.
Admixtures shall be compatible with the concrete mix including other admixtures and shall be
suitable for use in contact with potable water after 30 days of concrete curing.
1.
2.
3.
4.
5.
Air-Entraining Admixture: The admixture shall comply with ASTM C260. Proportioning
and mixing shall be in accordance with manufacturer's recommendations.
Water-Reducing Agent: The admixture shall comply with ASTM C494, Type A.
Proportioning and mixing shall be in accordance with manufacturer's recommendations.
High-Range Water-Reducer (Plasticizer): The admixture shall comply with ASTM C494,
Type F or ASTM C1017, Type I and shall result in non-segregating plasticized concrete with
little bleeding and with the physical properties of low waterkement ratio concrete. The treated
concrete shall be capable of maintaining its plastic state in excess of 2 hours. Proportioning
and mixing shall be in accordance with manufacturer's recommendations.
Admixtures causing retarded or accelerated setting of concrete shall not be used without
written approval from the Engineer. When allowed, the admixtures shall combine retarding or
accelerating with water reducing or high range water reducing adnnxtures.
Anti-washouthon-dispersible admixture. Proportioning and mixing shall be in accordance
with manufacturer's recommendations. Anti-washouthondispersible admixture shall be
Rheomac UW 450 by Master Builders, Sikament 1005C by Sika, or equal.
Sheet Curing Materials. Waterproof paper, polyethylene film or white burlap-polyethylene sheeting
all complying with ASTM C17 1.
Liquid Curing Compound. Liquid membrane-forming curing compound shall comply with the
requirements of ASTM C309, Type 1-D (clear or translucent with fugitive dye) and shall contain no
wax, paraffin, or oil. Curing compound shall be approved for use in contact with potable water
after 30 days (non-toxic and free of taste or odor).
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2.03 MIXES
A. Development of mix designs and testing shall be by an independent testing laboratory acceptable to
the Engineer engaged by and at the expense of the Contractor.
B. Select proportions of ingredients to meet the design strength and materials limits specified in Table
1 and to produce concrete having proper placability, durability, strength, appearance and other
required properties. Proportion ingredients to produce a homogenous mixture which will readily
work into comers and angles of forms and around reinforcement without permitting materials to
segregate or allowing excessive free water to collect on the surface. Chlorides in the mix are to be
limited to a maximum of 0.10%.
C. The design mix shall be based on standard deviation data of prior mixes with essentially the same
proportions of the same constituents or, if such data is not available, be developed by a testing
laboratory, acceptable to the Engineer, engaged by and at the expense of the Contractor.
Acceptance of mixes based on standard deviation shall be based on the modification factors for
standard deviation tests contained in ACI 3 18. The water content of the concrete mix, determined
by laboratory testing, shall be based on a curve showing the relation between water cementitious
ratio and 7 and 28 day compressive strengths of concrete made using the proposed materials. The
curves shall be determined by four or more points, each representing an average value of at least
three test specimens at each age. The curves shall have a range of values sufficient to yield the
desired data, including the specified design strengths as modified below, without extrapolation.
The water content of the concrete mixes to be used, as determined from the curve, shall correspond
to strengths 16 percent greater than the specified design strengths. The resulting mix shall not
conflict with the limiting values for maximum water cementitious ratio and net minimum
cementitious content as specified in Table 1.
D. Compression Tests: Provide testing of the proposed concrete mix or mixes to demonstrate
compliance with the specified design strength requirements in conformity with the above
paragraph.
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A C
D E
E. Entrained air, as measured by ASTM C23 1, shall be as shown in Table 1.
0.62 max. 3.5 to 5 Yes No 1-4 0.44 max. 0-20% 3.5 to 5 Yes Optional 3-4
0.44 max 0-20% 3.5 to 5 Yes Yes 3-4 0.44 rnax. 0-20% 3.5 to 5 Yes Optional 3-4 (IO)
1. If the air-entraining agent proposed for use in the mix requires testing methods other than
ASTM C23 1 to accurately determine air content, make special note of this requirement in the
admixture submittal.
F. Slump of the concrete as measured by ASTM C143, shall be as shown in Table 1. If a high-range
water-reducer (plasticizer) is used, the slump indicated shall be that measured before plasticizer is
added. Plasticized concrete shall have a slump ranging from 7 to 10-in.
G. Proportion adrmxtures according to the manufacturer's recommendations. Two or more admixtures
specified may be used in the same mix provided that the admixtures in combination retain full
efficiency and have no deleterious effect on the concrete or on the properties of each other.
PART 3 EXECUTION
3.01 MEASURING MATERIALS
A. Concrete shall be composed of portland cement, fine aggregate, coarse aggregate, water and
admixtures as specified and shall be produced by a plant acceptable to the Engmeer. All
constituents, including admixtures, shall be batched at the plant except a high-range water-reducer
may also be added in the field.
B. Measure materials for batching concrete by weighing in conformity with, and within the tolerances
given in, ASTM C94 and ACI 304R except as otherwise specified. Scales shall have been certified
by the local Sealer of Weights and Measures within 1 year of use.
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C.
D.
3.02
A.
B.
C.
D.
E.
F.
G.
H.
Measure the amount of free water in fine aggregates within 0.3 percent with a moisture meter.
Compensate for varying moisture contents of fine aggregates. Record the number of gallons of water
as-batched on printed batching tickets.
Admixtures shall be dispensed either manually using calibrated containers or measuring tanks, or by
means of an automatic dispenser approved by the manufacturer of the specific admixture.
1. Charge air-entraining and chemical admixtures into the mixer as a solution using an automatic
dispenser or similar metering device.
2. Inject multiple admixtures separately during the batching sequence.
MIXING AND TRANSPORTING
Concrete shall be ready-mixed concrete produced by equipment acceptable to the Engineer. No
hand-mixing will be permitted. Clean each transit mix truck drum and reverse drum rotation before
the truck proceeds under the batching plant. Equip each transit-mix truck with a continuous,
nonreversible, revolution counter showing the number of revolutions at mixing speeds.
Ready-mix concrete shall be transported to the site in watertight agitator or mixer trucks loaded not
in excess of their rated capacities as stated on the nameplate.
Keep the water tank valve on each transit truck locked at all times. Any addition of water must be
approved by the Engmeer. Added water shall be incorporated by additional mixing of at least 35
revolutions. All added water shall be metered and the amount of water added shall be shown on each
delivery ticket.
All central plant and rolling stock equipment and methods shall comply with ACI 3 18, ACI 304R
and ASTM C94.
Select equipment of size and design to ensure continuous flow of concrete at the delivery end. Metal
or metal-lined non-aluminum discharge chutes shall be used and shall have slopes not exceeding 1
vertical to 2 horizontal and not less than 1 vertical to 3 horizontal. Chutes more than 204 long and
chutes not meeting slope requirements may be used if concrete is discharged into a hopper before
distribution.
Retempering (mixing with or without additional cement, aggregate, or water) of concrete or mortar
which has reached initial set will not be permitted.
Handle concrete from mixer to placement as quickly as practicable while providing concrete of
required quality in the placement area. Dispatch trucks from the batching plant so they amve at the
work site just before the concrete is required, thus avoiding excessive mixing of concrete.
Furnish a delivery ticket for ready mixed concrete to the Engineer as each truck arrives. Each ticket
shall provide a printed record of the weight of cement and each aggregate as batched individually.
Use the type of indicator that returns for zero punch or returns to zero after a batch is discharged.
Clearly indicate the weight of fine and coarse aggregate, cement and water in each batch, the quantity
delivered, the time any water is added, and the numerical sequence of the delivery. Show the time of
day batched and time of discharge from the truck. Indicate the number of revolutions of the truck
mixer.
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I. Temperature and Mixing Time Control
Air or Concrete Temperature (whichever is higher)
80 to 90 Degree F (27 to 32 Degree C)
70 to 79 Degree F (21 to 26 Degree C)
40 to 69 Degree F (5 to 20 Degree C)
1. In cold weather, do not allow the as-mixed temperature of the concrete and concrete
temperatures at the time of placement in the forms to drop below 40 degrees F.
Maximum Time
45 minutes
60 minutes
90 minutes
2. If water or aggregate has been heated, combine water with aggregate in the mixer before cement
is added. Do not add cement to mixtures of water and aggregate when the temperature of the
mixture is greater than 90 degrees F.
3. In hot weather, cool ingredients before mixing to maintain temperature of the concrete below
the maximum placing temperature of 90 degrees F. If necessary, substitute well-crushed ice for
all or part of the mixing water.
4. The maximum time intervaI between the addition of mixing water and/or cement to the batch
and the placing of concrete in the forms shall not exceed the values shown in Table 2.
I Table 2 I
If an approved high-range water-reducer (plasticizer) is used to produce plasticized concrete, the
maximum time interval shall not exceed 90 minutes.
3.03 INSPECTION AND COORDINATION
A. The batching, mixing, transporting, placing and curing of concrete shall be subject to the
inspection of the Engineer at all times. The Contractor shall advise the Engineer of hisher
readiness to proceed at least 24 hours prior to each concrete placement. The Engineer will
inspect the preparations for concreting including the preparation of previously placed concrete,
the reinforcing and the alignment, cleanliness and tightness of formwork. No placement shall
be made without the inspection and acceptance of the Engineer.
B. The Contractor is responsible to coordinate the requirements of the electrical, mechanical,
instrumentation, WAC, architectural, structural, and other Drawings prior to placement of
concrete. Anchor bolts, frames, and all embedded items shall be installed prior to placement of
the concrete.
3.04 CONCRETE APPEARANCE
A. Concrete mix showing either poor cohesion or poor coating of the coarse aggregate with paste shall
be remixed. If this does not correct the condition, the concrete shall be rejected. If the slump is
within the allowable limit, but excessive bleeding, poor workability, or poor finishability are
observed, changes in the concrete mix shalI be obtained only by adjusting one or more of the
following:
1. The gradation of aggregate.
2.
3.
The proportion of fine and coarse aggregate.
The percentage of entrained air, within the allowable limits.
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B. Concrete for the work shall provide a homogeneous structure which, when hardened, will have the
required strength, durability and appearance. Mixtures and workmanship shall be such that concrete
surfaces, when exposed, will require no finishing. When concrete surfaces are stripped, the concrete,
when viewed in good lighting from 10-ft away, shall be pleasing in appearance, and at 204 shall
show no visible defects.
3.05 PLACING AND COMPACTING
A. Placing
1. Placing of all concrete shall be in accordance with the recommendations contained in ACI
304R. Use a tremie system for all underwater concrete placement in compliance with ACI 304
R. Verify that all formwork completely encloses concrete to be placed and is securely braced
prior to concrete placement. Remove ice, excess water, dirt and other foreign materials from
forms. Confirm that reinforcement and other embedded items are securely in place. Have a
competent worker at the location of the placement. The worker shall be able to assure that
reinforcing steel and embedded items remain in designated locations while concrete is being
placed. Sprinkle semi-porous subgrades or forms to eliminate suction of water from the mix.
Seal extremely porous subgrades in an approved manner.
2. Deposit concrete as near its final position as possible to avoid segregation due to rehandling or
flowing. Place concrete continuously at a rate which ensures that the concrete is being
integrated with fresh plastic concrete. Do not deposit concrete which has partially hardened or
has been contaminated by foreign materials or on concrete which has hardened sufficiently to
cause formation of seams or planes of weakness within the section. If the section cannot be
placed continuously, place construction joints as specified or as approved.
3. Pumping of concrete will be permitted, Use a mix design and aggregate sizes suitable for
pumping and submit for approval by the Engmeer.
4. Remove temporary spreaders from forms when the spreader is no longer useful. Temporary
spreaders may remain embedded in concrete only when made of galvanized metal or concrete
and if prior approval has been obtained.
5. Do not place concrete for supported elements until concrete previously placed in the supporting
element (columns, slabs and/or walls) has reached adequate strength.
6. Where surface mortar is to form the base of a finish, especially surfaces designated to be
painted, work coarse aggregate back from forms with a suitable tool to bring the full surface of
the mortar against the form. Prevent the formation of excessive surface voids.
7. Slabs
a. After suitable bulkheads, screeds and jointing materials have been positioned, the concrete
shall be placed continuously between construction joints beginning at a bulkhead, edge
form, or comer. Each batch shall be placed into the edge of the previously placed concrete
to avoid stone pockets and segregation.
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b. Avoid delays in casting. If there is a delay in casting, the concrete placed aRer the delay
shall be thoroughly spaded and consolidated at the edge of that previously placed to avoid
cold joints. Concrete shall then be brought to correct level and struck off with a
straightedge. Bullfloats or darbies shall be used to smooth the surface, leaving it free of
humps or hollows.
c. Where slabs are to be placed integrally with the walls below them,-place the walls and
compact as specified. Allow 1 hour to pass between placement of the wall and the
overlying slab to permit consolidation of the wall concrete. Keep the top surface of the
wall moist so as to prevent cold joink.
8. Formed Concrete
a. Place concrete in forms using tremie tubes taking care to prevent segregation. Bottom of
tremie tubes shall preferably be in contact with the concrete already placed. Do not permit
concrete to drop freely more than 4-ft. Place concrete for walls in 12 to 24-in lifts, keeping
the surface horizontal. If plasticized concrete is used, the maximum lift thickness may be
increased to 4ft and the maximum free fall of concrete shall not exceed 44.
B. Compacting
1. Consolidate concrete by vibration, puddling, spading, rodding or forking so that concrete is
thoroughly worked around reinforcement, embedded items and openings and into comers of
forms. Puddling, spading, etc. shall be continuously performed along with vibration of the
placement to eliminate air or stone pockets which may cause honeycombing, pitting or planes of
weakness.
All concrete shall be placed and compacted with mechanical vibrators. One vibrator shall be
used for each 8 c.y. placed per hour. The type and size of the units shall be approved by the
Engineer in advance of placing operations. No concrete shall be ordered until sufficient
approved vibrators (including standby units in working order) are on the job.
\
2.
3. A minimum frequency of 7000 rpm is required for mechanical vibrators. Insert vibrators and
withdraw vibrators vertically at points from 18 to 30-in apart. At each insertion, vibrate
sufficiently to consolidate concrete, generally from 5 to 15 seconds. Do not segregate concrete
through over vibration. Keep a spare vibrator on the site during concrete placing operations.
4. Concrete Slabs: Concrete for slabs less than 8-in thck shall be consolidated with vibrating
screeds; slabs 8 to 12-in thick shall be compacted with internal vibrators and (optionally) with
vibrating screeds. Vibrators shall always be placed into concrete vertically and shall not be laid
horizontally or laid over.
5. Walls and Columns: Internal vibrators (rather than form vibrators) shall be used unless
otherwise approved by the Engineer. In general, for each vibrator needed to melt down the
batch at the point of discharge, one or more additional vibrators must be used to densify,
homogenize and perfect the surface. The vibrators shall be inserted vertically at regular
intervals, through the fresh concrete and slightly into the previous lift, if any.
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6. Amount of Vibration: Vibrators are to be used to consolidate properly placed concrete but shall
not be used to move or transport concrete in the forms. Vibration shall continue until:
a. Frequency returns to normal.
b.
c.
d.
Surface appears liquefied, flattened and glistening.
Trapped air ceases to rise.
Coarse aggregate has blended into surface, but has not disappeared.
3.06 CURING AND PROTECTION
A. Protect all concrete work against injury from the elements and defacements of any nature during
construction operations.
B , Curing Methods
1. Curing Methods for Concrete Surfaces: Cure concrete to retain moisture and maintain specified
temperature at the surface for a minimum of 7 days after placement. Curing methods to be used
are as follows:
a. Water Curing: Keep entire concrete surface wet by ponding, continuous sprinkling or
covered with saturated burlap. Begm wet cure as soon as concrete attains an initial set and
maintain wet cure 24 hours a day.
b. Sheet Material Curing: Cover entire surface with sheet material. Securely anchor sheeting
to prevent wind and air from lifting the sheeting or entrapping air under the sheet. Place
and secure sheet as soon as initial concrete set occurs.
c. Liquid Membrane Curing: Apply over the entire concrete surface except for surfaces to
receive additional concrete. Curing compound shall NOT be placed on any concrete
surface where additional concrete is to be placed, where concrete sealers or surface
coatings are to be used, or where the concrete finish requires an integral floor product.
Curing compound shall be applied as soon as the free water on the surface has disappeared
and no water sheen is visible, but not after the concrete is dry or when the curing
compound can be absorbed into the concrete. Application shall be in compliance with the
manufacturer's recommendations.
2. Specified applications of curing methods.
a. Slabs for Water Containment Structures: Water curing only.
b. Slabs on Grade and Footings (not used to contain water): Water curing, sheet material
curing or liquid membrane curing.
c. Structural Slabs (other than water containment): Water curing or liquid membrane curing.
d. Horizontal Surfaces which will Receive Additional Concrete, Coatings, Grout or Other
Material that Requires Bond to the substrate: Water curing.
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e. Formed Surfaces: None if nonabsorbent forms are left in place 7 days. Water cure if
absorbent forms are used. Sheet cured or liquid membrane cured if forms are removed
prior to 7 days. Exposed horizontal surfaces of formed walls or columns shall be water
cured for 7 days or until next placement of concrete is made.
f. Concrete Joints: Water cured or sheet material cured.
C. Finished surfaces and slabs shall be protected from the direct rays of the sun to prevent checking and
crazing.
D. Cold Weather Concreting:
1. "Cold weather'' is defined as a period when for more than 3 successive days, the average daily
outdoor temperature drops below 40 degrees F. The average daily temperature shall be
calculated as the average of the highest and the lowest temperature during the period from
midnight to midnight.
2. Cold weather concreting shall conform to ACI 306.1 and the additional requirements specified
herein. Temperatures at the concrete placement shall be recorded at 12-hour intervals
(minimum).
3. The Contractor shall discuss a cold weather work plan with the Engineer. The discussion shall
encompass the methods and procedures proposed for use during cold weather including the
production, transportation, placement, protection, curing and temperature monitoring of the
concrete. The procedures to be implemented upon abrupt changes in weather conditions or
equipment failures shall also be discussed. Cold weather concreting shall not begin until the
work plan is acceptable to the Engineer.
4. During periods of cold weather, concrete shall be protected to provide continuous warm, moist
curing (with supplementary heat when required) for a total of at least 350 degree-days of curing.
a. Degree-days are defined as the total number of 24 hour periods multiplied by the weighted
average daily air temperature at the surface of the concrete (e.g.: 5 days at an average 70
degrees F = 350 degree-days).
b. To calculate the weighted average daily air temperature, sum hourly measurements of the
air temperature in the shade at the surface of the concrete takmg any measurement less than
50 degrees F as 0 degrees F. Divide the sum thus calculated by 24 to obtain the weighted
average temperature for that day.
5. Salt, manure or other chemicals shall not be used for protection.
6. The protection period for concrete being water cured shall not be terminated during cold
weather until at least 24 hours after water curing has been terminated.
E. Hot Weather Concreting
1. "Hot weather" is defined as any combination of high air temperatures, low relative humidity and
wind velocity which produces a rate of evaporation estimated in accordance with ACI 305R,
approaching or exceeding 0.2 lbs/sq ftkr).
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2. Concrete placed during hot weather, shall be batched, delivered, placed, cured and protected in
compliance with the recommendations of ACI 305R and the additional requirements specified
herein.
Forms for
Beams and slabs
Walls and vertical surfaces
a. Temperature of concrete being placed shall not exceed 90 degrees F and every effort shall
be made to maintain a uniform concrete mix temperature below this level. The temperature
of the concrete shall be such that it will cause no difficulties from loss of slump, flash set or
cold joints.
Degree Days
500
100
b. All necessary precautions shall be taken to promptly deliver, to promptly place the concrete
upon its arrival at the job and to provide vibration immediately after placement.
c. The Engineer may require the Contractor to immediately cover plastic concrete with sheet
material.
3. The Contractor shall discuss with the Engineer a work plan describing the methods and
procedures proposed to use for concrete placement and curing during hot weather periods. Hot
weather concreting shall not begin until the work plan is acceptable to the Engineer.
3.07 REMOVAL OF FORMS
A. Except as otherwise specifically authorized by the Engineer, forms shall not be removed before the
concrete has attained a strength of at least 30 percent of its specified design strength, 3 days after
concrete placement, nor before reaching the following number of day-degrees of curing (whichever is
the longer):
B. Shores shall not be removed until the concrete has attained at least 60 percent of its specified design
strength and also sufficient strength to support safely its own weight and construction live loads.
3.08 INSPECTION AND FIELD TESTING
A. The batching, mixing, transporting, placing and curing of concrete shall be subject to the inspection
of the Engineer at all times. The Contractor shall advise the Engineer of hisher readiness to proceed
at least 24 hours prior to each concrete placement. The Engineer will inspect the preparations for
concreting including the preparation of previously placed concrete, the reinforcing steel and the
alignment, cleanliness and tightness of formwork. No placement shall be made without the
inspection and acceptance of the Engineer.
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B. Sets of field control cylinder specimens will be taken by the Agency's inspector during the progress
of the work, in compliance with ASTM C3 1. The number of sets of concrete test cylinders taken of
each class of concrete placed each day shall not be less than one set per day, nor less than one set for
each 150 cu yds of concrete nor less than one set for each 5,000 sq ft of surface area for slabs or
walls.
1. A %et'' of test cylinders consists of four cylinders: one to be tested at 7 days and two to be
tested and their strengths averaged at 28 days. The fourth may be used for a special test at 3
days or to verify strength after 28 days if 28-day test results are low. Compressive strength tests
shall comply with ASTM C39.
2. When the average 28 day compressive strength of the cylinders in any set falls below the
specified design strength or below proportional minimum 7 day strengths (where proper relation
between seven and 28 day strengths have been established by tests), proportions, water content,
or temperature conditions shall be changed by the Contractor to achieve the required strengths.
C. The Contractor shall cooperate in the making of tests by allowing free access to the work for the
selection of samples, providing an insulated and closed, wood or metal curing box for specimens,
affording protection to the specimens against injury or loss through the Contractor's operations and
fkmish material and labor required for the purpose of taking concrete cylinder samples. All shipping
of specimens will be paid for by the Agency. Curing boxes shall be acceptable to the Engineer.
D. Slump tests will be made in the field by the Agency immediately prior to placing the concrete. Such
tests shall be made in accordance with ASTM C143. Slump test shall be taken for each set of test
cylinders defined above. If the slump is greater the specified range, the concrete shall be rejected.
E. Air Content: Test for air content shall be made on fresh concrete samples. Air content for concrete
made of ordinary aggregates having low absorption shall be made in compliance with either the
pressure method complyng with ASTM C23 1 or by the volumetric method complying with ASTM
C173. If lightweight aggregates or aggregates with high absorptions are used, the latter test method
shall be used.
F. The Engineer may have cores taken from any questionable area in the concrete work such as
construction joints and other locations as required for determination of concrete quality. The results
of tests on such cores shall be the basis for acceptance, rejection or determining the continuation of
concrete work.
G. The Contractor shall cooperate in obtaining cores by allowing free access to the work and permitting
the use of ladders, scaffolding and such incidental equipment as may be required. The Contractor
shall repair all core holes per the Engineer's direction. The work of cutting and testing the cores will
be at the expense of the Agency and may not be done by the Contractor.
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3.09 FAILURE TO MEET REQUIREMENTS
A. Should the strengths shown by the test specimens made and tested in compliance with the previous
provisions fall below the values given in Table 1 , the Engineer shall have the right to require changes
in proportions outlined to apply to the remainder of the work. Furthermore, the Engineer shall have
the right to require additional curing on those portions of the structure represented by the test
specimens which failed. The cost of such additional curing shall be at the Contractor's expense. In
the event that such additional curing does not give the strength required, as evidenced by core andor
load tests, the Engineer shall have the right to require strengthening or replacement of those portions
of the structure which fail to develop the required strength. The cost of all such core borings andor
load tests and any strengthening or concrete replacement required because strengths of test specimens
are below that specified, shall be entirely at the expense of the Contractor. In such cases of failure to
meet strength requirements the Contractor and Engineer shall confer to determine what adjustment, if
any, can be made in compliance with Sections titled "Strength" and "Failure to Meet Strength
Requirements" of ASTM C94. The "purchaser" referred to in ASTM C94 is the Contractor in this
Section.
B. When the tests on control specimens of concrete fall below the specified strength, the Engineer will
permit check tests for strengths to be made by means of typical cores drilled from the structure in
compliance with ASTM C42 and C39. In the case of cores not indicating adequate strength, the
Engmeer, in addition to other recourses, may require, at the Contractor's expense, load tests on any
one of the slabs, beams, piles, caps, and columns in which such concrete was used. Tests need not be
made until concrete has aged 60 days.
C. Should the strength of test cylinders fall below 60 percent of the required minimum 28-day strength,
the concrete shall be rejected and shall be removed and replaced.
3.10 PATCHING AND REPAIRS
A. It is the intent of this Section to require quality work including adequate forming, proper mixture and
placement of concrete and curing so completed concrete surfaces will require no patching.
B. Defective concrete and honeycombed areas as determined by the Engineer shall be chipped off and
repaired per Engineer's satisfaction. Use proper bonding agent or epoxy concrete for repair.
C. As soon as the forms have been stripped and the concrete surfaces exposed, fins and other projections
shall be removed; recesses left by the removal of form ties shall be filled; and surface defects which
do not impair structural strength shall be repaired. Clean all exposed concrete surfaces and adjoining
work stained by leakage of concrete.
D. Immediately after removal of forms remove plugs and break off metal ties as required by Section
03 100. Promptly fill holes upon stripping as follows: Moisten the hole with water, followed by a
111 6-in brush coat of neat cement slurry mixed to the consistency of a heavy paste. Immediately plug
the hole with a 1 to 1.5 mixture of cement and concrete sand mixed slightly damp to the touch oust
short of "balling"). Hammer the grout into the hole until dense, and an excess of paste appears on the
surface in the form of a spiderweb. Trowel smooth with heavy pressure. Avoid burnishing.
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E. When patching exposed surfaces the same source of cement and sand as used in the parent concrete
shall be employed. Adjust color if necessary by addition of proper amounts of wlute cement. Rub
lightly with a fine Carborundum stone at an age of 1 to 5 days if necessary to bring the surface down
with the parent concrete, Exercise care to avoid damaging or staining the virgin skin of the
surrounding parent concrete. Wash thoroughly to remove all rubbed matter.
Class Design Strength (psi)
A 2,500
C 4,000
D 4,000
E 4,000
3.11 SCHEDULE
Description
Concrete fill and duct encasement Walls, slabs on grade, foundations, suspended slab and beam systems, columns, grade beams, sidewalks, and all other structural concrete
Caissons except seal slab
Seal slab in caissons and piers
A. The following (Table 4) are the general applications for the various concrete classes and design
strengths:
END OF SECTION
Cast-in-Place Concrete
03300-1 8
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SECTION 03350
CONCRETE FINISHING
PART 1 GENERAL
1.01 SUMMARY OF SECTION
A. Furnish all labor, materials, equipment and incidentals required and finish cast-in-place concrete
surfaces as shown on the Drawings and as specified herein.
1.02 RELATED WORK
A. Concrete Formwork is included in Section 03 100.
B. Cast-In-Place Concrete is included in Section 03300.
C. Grout is included in Section 03600.
D. Moisture Protection is included in Division 7.
E. Painting, toppings and special surfaces are included in Division 9.
1.03 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM C33 - Standard Specification for Concrete Aggregates.
B. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
1.04 QUALITY ASSURANCE
A. Changing Finish
1. For concrete which will receive additional applied finishes or materials, the surface finish
specified is required for the proper application of the specified manufacturer’s products. Where
alternate products are approved for use, it shall be the Contractor’s responsibility to determine if
changes in finish are required and to provide the proper finish to receive these products.
2. Changes in finish made to accommodate products different from those specified shall be
performed at no additional cost to the the Agency. Submit the proposed new finish and their
construction methods to the Engineer for approval.
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B. Services of Manufacturer's Representative
1. The Contractor shall make available at no extra cost to the the Agency, upon 72 hours
notification, the services of a qualified field representative of the manufacturer of curing
compound to instruct the user on the proper application of the product under prevailing job
conditions.
PART 2 PRODUCTS
2.01 MATERIALS (NOT USED)
PART 3 EXECUTION
3.01 FORMED SURFACES
A. Forms shall not be removed before the requirements of Section 03300 have been satisfied.
B. Exercise care to prevent damaging edges or obliterating the lines of chamfers, rustications or comers
when removing the forms or performing any other work adjacent thereto.
C.
D. Rough-Form Finish
Clean all exposed concrete surfaces and adjoining work stained by leakage of concrete.
1. Immediately after stripping forms and before concrete has changed color, carefully remove all
fins and projections.
2. Promptly fill holes left by tie cones and defects as specified in Section 03300.
E. Rubbed Finish
Immediately upon stripping forms and before concrete has changed color, carefully remove all
fins. While the wall is still damp, apply a thin coat of medium consistency neat cement slurry by
means of bristle brushes to provide a bonding coat within all pits, air holes or blemishes in the
parent concrete. Avoid coating large areas with the slurry at one time.
Before the slurry has dried or changed color, apply a dry (almost crumbly) grout proportioned by
volume and consisting of 1 part cement to 1-1/2 parts of clean masonry sand having a fineness
modulus of approximately 2.3 and complyng with the gradation requirements of ASTM C33 for
such a material. Grout shall be uniformly applied by means of damp pads of coarse burlap
approximately 6-in square used as a float. Scrub grout into the pits and air holes to provide a
dense mortar in all imperfections.
Concrete Finishing
03350-2
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3. Allow the mortar to partially harden for 1 or 2 hours depending upon the weather. If the air is
hot and dry, keep the wall damp during this period using a fine, fog spray. When the grout has
hardened sufficiently so it can be scraped from the surface with the edge of a steel trowel
without damaging the grout in the small pits or holes, cut off all that can be removed with a
trowel. (Note: Grout allowed to remain on the wall too long will harden and will be difficult to
remove.)
4. Allow the surface to dry thoroughly and rub it vigorously with clean dry burlap to completely
remove any dried grout. No visible film of grout shall remain after this rubbing. The entire
cleaning operation for any area must be completed the day it is started. Do not leave grout on
surfaces overnight. Allow sufficient time for grout to dry after it has been cutoff with the trowel
so it can be wiped off clean with the burlap.
5. On the day following the repair of pits, air holes and blemishes, the walls shall again be wiped
off clean with dry, used pieces of burlap containing old hardened mortar which will act as a mild
abrasive. After this treatment, there shall be no built-up film remaining on the parent surface.
If, however, such a film is present, a fine abrasive stone shall be used to remove all such material
without breaking through the surface film of the original concrete. Such scrubbing shall be light
and sufficient only to remove excess material without changing the texture of the concrete.
6. A thorough wash-down with stiff bristle brushes shall follow the final bagging or stoning
operation. No extraneous materials shall remain on the surface of the wall. The wall shall be
sprayed with a fine fog spray periodically to maintain a continually damp condition for at least 3
days after the application of the repair grout.
3.02 FLOORS AND SLABS
A. Floated Finish
1. Machine Floating
a. Screed floors and slabs with straightedges to the established grades shown on the
Drawings. Immediately after final screeding, a dry cementhand shake in the proportion of
two sacks of portland cement to 350-lbs of coarse natural concrete sand shall be sprinkled
evenly over the surface at the rate of approximately 500-lbs /1,000 sq ft of floor. Do not
sprinkle neat, dry cement on the surface.
b. The application of the cementkand shake may be eliminated at the discretion of the
Engineer if the base slab concrete exhibits adequate fattiness and homogeneity and the need
is not indicated. When the concrete has hardened sufficiently to support the weight of a
power float without its digging into or disrupting the level surface, thoroughly float the
shake into the surface with a heavy revolving disc type power compacting machine capable
of providing a 200-lb compaction force distributed over a 2441-1 diameter disc.
c. Start floating along walls and around columns and then move systematically across the
surface leaving a matte finish.
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d. The compacting machine shall be the "Kelly Power Float with Compaction Control" as
manufactured by Kelly Industries of SSP Construction Equipment, Inc., Pomona, CAY or
equal. Troweling machines equipped with float (shoe) blades that are slipped over the
trowel blades may be used for floating. Floating with a troweling machine equipped with
normal trowel blades will not be permitted. The use of any floating or troweling machine
which has a water attachment for wetting the concrete surface during finishing will not be
permitted.
2. Hand Floating
a. In lieu of power floating, small areas may be compacted by hand floating. The dry
cementhand shake previously specified shall be used unless specifically eliminated by the
Engineer. Screed the floors and slabs with straightedges to the established grades shown
on the Drawings. While the concrete is still green, but sufficiently hardened to support a
finisher and kneeboards with no more than %-in indentation, wood float to a true, even
plane with no coarse aggregate visible. Use sufficient pressure on the wood floats to bring
moisture to the surface.
3. Finishing Tolerances
a. Level floors and slabs to a tolerance of plus or minus 1/8-in when checked with a 10-ft
straightedge placed anywhere on the slab in any direction. Where drains occur, pitch floors
to drains such that there are no low spots left undrained. Failure to meet either of the above
requirements shall be cause for removal, grinding, or other correction as directed by the
Engmeer .
B . Broom Finish
1. Finish concrete as specified in paragraph 3.02A1 .a. When the concrete has stiffened sufficiently
to maintain small surface indentations, draw a bristle broom lightly across the surface in the
direction of drainage, or, in the case of walks and stairs, perpendicular to the direction of traffic
to provide a non-slip surface.
C. Steel Trowel Finish
1. Finish concrete as specified in Paragraph 3.02A. Then, hand steel trowel to a perfectly smooth
hard even finish free from high or low spots or other defects.
3.03 APPROVAL OF FINISHES
A. All concrete surfaces, when finished, will be inspected by the Engmeer.
B. Surfaces which do not meet the requirements in this Section shall be refinished or reworked.
C. After finishing horizontal surfaces, regardless of the finishing procedure specified, the concrete shall
be cured in compliance with Section 03300 unless otherwise directed by the Engmeer.
Concrete Finishing
03350-4
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3.04 SCHEDULE OF FINISHES
A. Concrete shall be finished as specified either to remain as natural concrete or to receive an additional
applied finish or material under another section.
B. Concrete for the following conditions shall be finished as noted on the Drawings and as further
specified herein:
1.
2.
3.
4.
5.
6.
Concrete to Receive Dampproofing: Rough-orm finish. See Paragraph 3.01D.
Concrete Not Exposed to View and Not Scheduled to Receive an Additional Applied Finish or
Material: Rough-form finish. See Paragraph 3.01D above.
Exterior Vertical Concrete Above Grade Exposed to View: Rubbed finish. See Paragraph
3.01E above.
Interior Vertical Concrete Exposed to View: Rubbed finish. See Paragraph 3.01E above.
Interior or Exterior Horizontal Concrete not Requiring Floor Hardener or Sealer: Floated finish.
See Paragraph 3.02A above.
Concrete for Exterior Walks, Interior and Exterior Stairs: Broomed finish perpendicular to
direction of traffic. See Paragraph 3.02B above.
END OF SECTION
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PART 1
1.01
A.
1.02
A.
B.
C.
D.
E.
PART 2
2.0 1
A.
PART 3
3.01
A.
B.
C.
D.
E.
SECTION 03380
CONCRETE ELECTRICAL/INSTRUMENTATION DUCT ENCASEMENT
GENERAL
SUMMARY OF SECTION
Furnish all labor, materials, equipment and incidentals required and install concrete encasement
around underground electrical/instrumentation ductwork as shown on the Drawings and as specified
herein.
RELATED WORK
Excavation, backfilling, fill and grading are included in Division 2.
Concrete formwork is included in Section 03100.
Concrete joints and joint accessories are included in Section 03250.
Cast in place concrete is included in Section 03300.
Furnishing and installing electrical conduit is included in Division 16.
PRODUCTS
MATERIALS
Cement, water, aggregate and all other concrete components shall be as specified in Section 03300
for Class A concrete except that the maximum aggregate size shall not exceed 318411.
EXECUTION
GENERAL
Concrete shall conform to the requirements of Section 03300 and as specified herein.
Forms shall comply with the requirements of Section 03 100.
All duct bank concrete placements shall be continuous between manholes or handholes and between
manholes or handholes and structures.
Where duct banks pass through concrete walls, concrete encasements shall be extended through and
finished flush with the inside surface of the wall unless noted otherwise. Watertight construction
joints with waterstops conforming to Section 03250 shall be provided.
Concrete encasements shall be reinforced, where required on the Drawings.
Concrete ElectricaIIInstrumentation
Duct Encasement Cannon Road Lift Station Proiect No. 3583 03380-1
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F. Add 6 pounds of a red concrete coloring pigment additive per cubic yard of concrete.
END OF SECTION
Concrete Electricallinstrumentation
Duct Encasement
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SECTION 03400
PRECAST CONCRETE STRUCTURES
PART 1
1.01
A.
B.
C.
1.02
A.
B.
C.
D.
1.03
A.
1.04
A.
GENERAL
WORK OF THIS SECTION
The Work of this Section includes providing all precast concrete units including design, fabrication,
delivery, installation and connections, complete, in place, as indicated.
The Work also requires that one fabricator accept responsibility for furnishing the Work as indicated but
without altering or modifying the Contractor's responsibilities under the Contract Documents.
The Work also includes engineering, field measurements, preparation of submittals, fabrications,
finishing, field erection, joints and sealants.
RELATED SECTIONS
Concrete Joints and Joint Accessories are included in Section 03250
Cast-in-Place Concrete is included in Section 03300
Grout is included in Section 03600
Joint Sealers are included in Section 07901
CODES
The Work of this Section shall comply with the current editions of the following codes as adopted by the
Agency.
1. Uniform Building Code.
2. Standard Specifications for Public Works Construction (Greenbook)
SPECIFICATIONS AND STANDARDS
Except as otherwise indicated, the current editions of the following apply to the Work of this Section:
1. ACI 301 - Specifications for Structural Concrete for Buildings.
2. ACI 315 - Details and Detailing of Concrete Reinforcement.
3. ACI 318 - Building Code Requirements for Reinforced Concrete.
4. AWS A5.4 - Corrosion-Resisting Chromium and Chromium-Nickel Steel Welding Electrodes.
5. AWS B2.1 - Welding Procedure and Performance Qualifications.
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6. AWS D1.1 - Structural Welding Code - Steel.
7. AWS D1.4 - Structural Welding Code - Reinforcing Steel.
8. AWS D12.1 - Recommended Practices for Welding Reinforcing Steel, Metal Inserts and Connections
in Reinforced Concrete Construction.
9. ASTM A 478 - Standard Specification for Gray-Iron Castings
10. ASTM A 184 - Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement.
11. ASTM A 185 - Specification for Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement.
12. ASTM A 193 - Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-
Temperature Service.
13. ASTM A 194 - Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure and High-
Temperature Service.
14. ASTM A 351 - Specification for Steel Castings, Austenitic, for High-Temperature Service.
15. ASTM A 497 - Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement.
16. ASTM A 580 - Specification for Stainless and Heat-Resisting Steel Wire.
17. ASTM A 615 - Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.
18. ASTM A 666 - Specification for Austenitic Stainless Steel, Sheet, Strip, Plate, and Flat Bar for
Structural Applications.
19. ASTM C 33 - Specification for Concrete Aggregates.
20. ASTM C 67 - Method for Sampling and Testing Brick and Structural Clay Tile.
21. ASTM C 127 - Test Method for Specific Gravity and Absorption of Coarse Aggregate.
22. ASTM C 128 - Test Method for Specific Gravity and Absorption of Fine Aggregate.
23. ASTM C 150 - Specification for Portland Cement.
24. ASTM C 173 - Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.
25. ASTM C 204 - Test Method for Fineness of Portland Cement by Air Permeability Apparatus.
26. ASTM C 23 1 - Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.
27. ASTM C 260 - Specification for Air-Entraining Admixtures for Concrete.
28. ASTM C 31 1 - Method for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral
Admixture in Portland Cement Concrete.
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29. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections
30. ASTM C 494 - Specification for Chemical Admixtures for Concrete.
3 1. ASTM D 2240 - Test Method for Rubber Property - Durometer Hardness.
32. PCI MNL-116 - Manual for Quality Control for Plants and Production of Precast Concrete.
33. PCI MNL-120 - Design Handbook - Precast and Prestressed Concrete, 3rd Edition.
B. Industry Standards:
1. Reference Specifications and Standards: Contractor shall comply with the recommendations of the
Precast Concrete Institute (PCI), unless otherwise indicated in this Section.
2. Concrete Reinforcing Steel Institute, "Manual of Standard Practice".
3. California Construction Safety Orders Article 4, Section 1532, Confined Spaces
1.05 SHOP DRAWINGS AND SAMPLES
A. The following shall be submitted in compliance with Section 1-14 of the Special Conditions.
1. Shop Drawings:
a. Shop drawings shall show details in accordance with ACI 315 and ACI 318 including
installation details and design calculations.
b. Shop drawings, including design calculations, shall be stamped and signed by a structural
Engineer registered in the State of California.
c. Shop drawings shall indicate precast unit identification marks, location of units in the Work,
elevations, fabrication details, welding details, reinforcement, connections, pickup points,
boxouts, inserts, dimensions, interface with adjacent members, and special handling instructions
in sufficient detail to cover manufacture, handling, and erection. Shop drawings shall include
erection drawings.
d. Shop drawings shall be divided into complete separate submittals for each structure. Each
complete submittal shall consist of a component schedule and shop drawing(s), as follows:
Component schedules and shop drawings shall show floor and roof plans and all exterior
elevations of the unit. Plans and elevations shall be prepared at a minimum scale of %" = 1'-0",
identifying the type and location of each component by a number which corresponds to the
number appearing on a shop drawing; this same number shall be permanently marked on the
back of each component as they are fabricated. Shop Drawings shall show horizontal and
vertical sections, openings, inserts, anchorage devices, and other requirements as indicated
herein for each vault to be incorporated into the portion of the project covered by the submittal.
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Precast Concrete Structures 03400-3
1.06
A.
B.
C.
D.
PART 2
2.01
A.
2. Mix Proportions: Prior. to commencing operations, a statement shall be submitted giving the nominal
maximum aggregate size and proportions of all ingredients that will be used in the manufacture of
concrete. The statement shall include test results including compressive strength from an approved
testing laboratory, certifying that the proportions selected will produce concrete of the properties
required. No substitutions shall be made in materials used in the concrete mix without approval and
additional tests to verify that the concrete properties are satisfactory. A copy shall be submitted of
concrete mix with each set of samples.
3. It shall be the Contractor's responsibility to assure that all precast concrete conforms to quality and
appearance requirements.
4. Certification: A statement shall be submitted giving the qualifications of the precast concrete
fabricator, and evidence that the manufacturer is PCI or NPCA certified.
5. Certificates of Compliance: Certificates of compliance shall be submitted attesting that materials and
products meet the indicated requirements.
6. Test Reports: Test reports, by an independent testing laboratory, for compressive strength of concrete
and properties of cement, shall be submitted prior to delivery of the precast units.
DELIVERY, STORAGE AND HANDLING
Precast units shall be lifted and supported from design incorporated support points based on design
calculations and provided with strong backs and other devices as required. Lifting equipment shall be
capable of handling units during manufacture, storage, transportation, erection, and fastening.
Blocking and supports, lateral restraints and protective materials during transport and storage shall be
clean, nonstaining, causing no harm to exposed surfaces. Lateral restraints shall be provided to prevent
undesirable horizontal movement. Edges and exposed faces of units shall be protected to prevent
straining, chipping, or spalling of concrete.
Precast units shall be stored off the ground in a manner to prevent warpage and shall be protected from
weather, marring, and overload.
Stainless steel hardware shall be protected in wood crates during transportation, handling, and storage.
PRODUCTS
GENERAL REQUIREMENTS
Design shall be performed under direct supervision of a professional structural Engineer experienced in
design of precast concrete units and registered in the State of California. Design shall conform to
requirements of PCI MNL-120, ASTM C478, and to ACI 318.
1. Precast fabricator and erectors shall be qualified in accordance with PCI MNL-116. Precast concrete
manholes shall be manufactured by heron, Southwest Concrete Products, Inland Concrete
Products, or approved equal.
2. Welding shall be in accordance with AWS D1.l, AWS D12.1, AWS B2.1, and AWS A5.4.
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2.02 DESIGN REQUIREMENTS
A. General: The precast concrete vault component and connection designs represent minimum requirements.
The Contractor shall have the fabricator provide the vault component and connection designs for all
handling, erection, and service conditions, and shall provide any additional materials necessary to meet
the design conditions. The minimum nominal shell thickness for formed and vibrated sections shall be
1/8 of the internal diameter of the riser or largest cone diameter. Manholes shall be fabricated only from
eccentric taper sections and standard cylinder units of the proper internal diameter. Manhole sections
shall be cast without galvanized steel ladder rungs unless shown otherwise on the Drawings.
B. Standards and Loads: The precast vault and connection design and construction shall conform to all
applicable codes including the latest Uniform Building Code, Building Code Requirements for
Reinforced Concrete ACI 3 18, ASTM C478, and AISC Specification for the Design, Fabrication and
Erection of Structural Steel for Buildings. Vaults shall be designed to be capable of resisting the
following dead and live loads:
1. Earth Loads:
ImDorted Granular Fill
Soil weight
Allowable bearing pressure
Active soil pressure
At-Rest soil pressure
Passive soil pressure
120 pcf
2,000 psf (Dead Load + Live Load)
Per Structural General Notes Dwg S-1
Per Structural General Notes Dwg S-1
Per Structural General Notes Dwg S-1
2. Traffic Loads:
Maximum of HS - 20 Live load or chemical truck, trailer and material weight of 80,000 lbs including
impact.
The determination of traffic live load and impact factors shall be as recommended by AASHTO in
"Standard Specification for Highway Bridges".
C. Concrete Mix: The concrete mix shall be designed by the manufacturer and approved by the Agency.
The materials and quantities shall be as necessary to meet all of the requirements of this specification.
1. Proportioning of Concrete Mixes: Mixes shall be proportioned by weight except water and
admixtures may be batched by volume if desired. Trial mixes and testing to meet requirements of the
strengths of concrete specified are the Contractor's responsibility. Design mix shall contain similar
materials as those proposed for use in the Work.
2. Admixtures: Concrete shall contain an air entraining admixture in proportion so as to provide 4
percent plus or minus 1 percent total air in the concrete as determined by ASTM C 173 or C 231. Set
retarding admixtures may be used provided cement content is not reduced. Water reducing
admixtures may be used provided they are used in the mix design studies. High-range water reducers
(superplasticizers) shall be used only where specifically called for in this Section, otherwise
superplasticizers shall not be used without written approval from the Engineer. No admixture may
contain chlorides, bromides, or fluorides.
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Precast Concrete Structures
03400-5
D.
E.
2.03
A.
B.
C.
D.
E.
F.
G.
2.04
A.
B.
C.
D.
E.
3. Water: Clean, potable water. The Contractor shall conduct tests to assure that no more than 200
parts per million of combined chlorides, bromides, and fluorides are present. In other respects, the
water shall be of potable water quality.
Formwork Formwork shall be designed to withstand high-frequency vibration and to ensure finished
units.
Pickup Points and Boxouts: Pickup points, boxouts, and inserts on unit floors, decks and faces are
prohibited except as approved on the shop drawings.
CONCRETE MATERIALS
Cement shall comply with ASTM C 150, Type 11, and "low alkali." The "low alkali" requirement may be
waived if not reactive as defined in Appendix to ASTM C 33.
Aggregates shall comply with ASTM C 33. Coarse aggregate shall be %-inch maximum size; ratio of
fine aggregate to total aggregate volume shall be 0.35 minimum and 0.55 maximum. Water absorption in
coarse aggregate shall comply with ASTM C 127, and in fine aggregate, shall comply with ASTM C 128.
Reinforcing steel shall comply with ASTM A 615, Grade 60, deformed. The minimum allowable steel
shall be hoops of No. 4 wire, to be cast into each unit at adequate places as a precautionary measure for
handling.
Welded wire fabric shall comply with the following:
1. Plain, ASTM A 185.
2. Deformed steel, ASTM A 497.
3. Fabricated steel bar or rod mats, ASTM A 184.
Tie wire shall comply with ASTM A 580, Type 316L, cold finished annealed.
Air entrainment admixture shall comply with ASTM C 260.
Water reducing or retarding admixtures shall comply with ASTM C 494, Type C, D, or F/G, with no
chloride, bromide, and fluoride ingredients.
CONNECTION AND SUPPORT DEVICES
Welding of the reinforcing steel, metal inserts and connections shall be in accordance with AWS D12.1.
Welding of inserts and splices shall minimize the distortional effect of welding heat.
Connecting and support devices shall be of stainless steel complying with ASTM A666, Type 3 16L.
Bolts shall comply with ASTM A 193, Grade B8M (Type 316).
Nuts and Washers shall comply with ASTM A 194, Grade 8M (Type 3 16).
Weld filler metal for stainless steel shall be as follows:
1. Stainless steel to stainless steel; AWS A5.4, Grade 3 16L filler metal.
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2. Stainless steel to carbon steel, AWS A5.4, Grade 309 filler metal, 3/32-inch diameter.
F. Primer shall be zincdust, zinc oxide primer in a phenolic resin spare varnish vehicle complying with
Federal Specification 'Il"-P-641 Type 111 (for galvanized surfaces).
G. Drill into or through concrete sections by rotary type drilling to accommodate connection devices or
hangers when the sections are less than 2 inches thick.
H. Where grout or concrete is used to embed connection devices between elements or to fill allowable
casting tolerances, follow the requirements of ACI 3 18.
2.05 ACCESSORIES
A. Plates, angles, anchors, and studs shall comply with ASTM A 666, Type 3 16L stainless steel.
B. Austenitic steel castings for embedments and anchorage assemblies shall comply with ASTM A 351,
Type CF3M. Bolts, nuts, and washers shall be of Type 316 stainless steel.
C. Reglets shall be of plastic, shaped and flanged to remain in place once cast and tape closed to prevent
concrete intrusion.
D. Bearing pads shall be of neoprene, molded to size or cut from molded sheet, 70-80 Type A durometer as
per ASTM D 2240.
E. Sealant shall be as specified in Section 03250.
F. PVC lining system shall comply with minimum material properties and thickness as prescribed in
SSPWC 2003, Section 500-1.5. PVC lining system shall be T-Lock by Ameron, or equal.
2.06 FORMS
A. Forms shall be manufacturer's standard forms with smooth, hard, dense, and rigid casting surface; without
bow and warpage, oil canning, or other imperfections.
B. Form release agent shall be manufacturer's standard release agent, non-staining, non-petroleum based and
shall be compatible with concrete surface sealer.
2.07 CONCRETE MIX
A. Mix design shall be prepared by the vault manufacturer from aggregates conforming to ASTM C33. Mix
design shall achieve a minimum 28-day concrete compressive strength of 4000 psi.
2.08 FABRICATION
A. General: Precast concrete units shall be furnished with a PVC lining system where shown on the
Drawings. Plant records and quality control program shall be maintained during production of precast
units. Records and access to plant shall be available to the Agency upon request.
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Precast Concrete Structures
03400-7
Rigid molds shall be used, constructed to maintain precast units uniform in shape, size, and finish, free
from castings and dents, gouges, oil canning, or other irregularities that will adversely affect strength of
units. Consistent quality shall be maintained during manufacture.
Precast concrete units shall be furnished with a PVC lining system.
Reinforcing steel, anchors, inserts, plates, angles, and other cast-in-place items shall be embedded as
indicated on shop drawings. Reinforcement shall be fabricated and placed in conformance with ACI 3 18.
No tack welding of reinforcement shall be done. Welding when allowed shall conform to AWS D1.4
requirements. No carbon steel chairs, spacers, nails or tie wire shall be used in positioning reinforcing
and embedments.
Adequate reinforcing steel shall be provided to control cracking. Maximum permissible crack width shall
be 0.005 inch.
Connecting devices, plates, angles, items to be fitted to steel framing members, inserts, bolts, and
accessories shall be fabricated to permit initial placement and final attachment.
Anchors, inserts, lifting devices, and other accessories shall be placed and embedded in accordance with
approved shop drawings, accurately positioned in their designed location and anchored to prevent
dislocation during unit construction. Flashing reglets shall be placed and embedded continuous and
straight, with lifting devices to permit removal after erection.
Precast units shall be removed from formwork. Minor patching in plant is acceptable, providing
structural adequacy and integrity of units are not impaired. Each precast unit shall be identified with date
of production and a code corresponding to site location and shop drawings, in a visible location not.
B. Curing:
1. Precast elements shall be cured to prevent shrinkage, warpage, or loss of ultimate strength.
2. All precast concrete elements shall be kept at a minimum of 60 degrees F after casting and under
moist condition for at least the time of the setting of the cement.
3. All precast concrete elements shall be steam cured at maximum temperature not exceeding 150
degrees F. Steam shall not be applied until such time as the elements have reached stripping strength
and are removed from the molds or forms. Continue until concrete reaches its indicated strength.
2.09 FINISH OF PRECAST UNITS
A. Finish of units shall be smooth, dense, uniform surface free from blemishes. Major defects in surfaces
and unexposed edges shall be repaired.
2.10 DROP MANHOLES
A. The materials and construction of drop manholes shall conform to the applicable provisions of the
Specification Section (including frames and covers), except as modified herein. Drop manhole sections
shall be lined with an epoxy lining as manufactured by Armco T-Plate or approved equal.
2.11 MANHOLE FRAMES AND COVERS
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03400-8
A.
B.
C.
D.
2.12
A.
B.
C.
D.
2.13
A.
B.
C.
D.
Castings for frame and cover sets shall conform to the requirements for gray iron castings in ASTM A48
for Class 30 castings. Frames and covers shall be designed for H-20 loading.
Before leaving the foundry, all castings shall be thoroughly cleaned and subjected to a hammer
inspection, after which they shall be dipped twice in a preparation of asphalt or coal tar and oil applied at
a temperature of not less than 290 degrees F nor more than 310 degrees F and in such a manner as to form
a firm and tenacious coating.
Each cover shall be ground or otherwise finished so that it will fit in its frame without rocking, and
frames and covers shall be match-marked in sets before shipping to the site.
Covers shall have the word “SEWER’ and the specified initials cast thereon as shown on the Drawings.
No other lettering on the top side will be permitted.
FLEXIBLE SHEET LINER
Flexible sheet liner in the Wet Well as shown on the Drawings shall be Amer-Plate T-Lock by Ameron
Protective Linings Division, Brea, California, or approved equal.
Liner shall be free of pinholes. If pinholes exist, Caisson sub-contractor shall repair per liner
manufacturer’s recommendations and to the Engineer’s satisfaction.
All work in connection with the installation of the lining shall be in conformance with the
recommendations of the lining manufacturer.
A Type P-2 joint, per Ameron or equal shall be provided should horizontal splice of sheet liner be
required. The Type P-2 joint shall be made with an integral joint flap with locking extensions removed,
extending a minimum of 3 inches beyond either the spigot or the bell end of the caisson. The flap shall
overlap the adjacent lined pipe and shall be heat sealed to the lining and then fuse welded on the edge to
the liner with l-inch weld strip. Care shall be taken to protect the flap from damage. Excessive tension
and distortion while bending the flap back to facilitate laying and joint mortaring shall be avoided. Heat
shall be applied to straighten the PVC flaps as needed to prevent cracking of the PVC. Any flap that has
been bent back and held shall be allowed to return to its original shape and flatness well in advance of
making the liner joint.
MECHANICAL SEALS
Mechanical seals for pipe penetrations shall be Model S-3 16 Link-Seal as manufactured by
PSUThunderlineLink-Seal, Houston, Texas, or approved equal.
Mechanical seals for pipe penetrahons shall be modular, mechanical type, consisting of inter-locking
links shaped to continuously fill the annular space between the pipe and the wall opening. The seal shall
be sized, selected, and installed per manufacturer’s recommendations.
Following installation of mechanical seal, apply silicone sealant to protect remaining exposed face of seal
in annular space. Silicone sealant shall be Pecora 898 by Pecora Corporation, Harleysville, PA, or equal.
All hardware shall be Type 3 16 Stainless Steel.
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Proiect No. 3583
Precast Concrete Structures
03400-9
2.14
A.
B.
PART 3
3.01
A.
B.
C.
COATING
Coat exposed concrete exterior with bitumastic, coal-tar, or approved equal prior to soil backfill.
Wrap access hole joints of all manholes with bentonite geotextile waterproofing system. Waterproofing
system shall be Volclay Voltex by CETCO, Arlington Heights, IL, or equal.
EXECUTION
HANDLING AND ERECTION
Before erecting, all relevant project site conditions shall be checked insofar as they affect the future
installation of precast elements.
1.
2.
Uninterrupted access to the project site from street to storage (if required) shall be arranged and from
storage to erection points for all transportation and erection equipment required by the erector.
Permanent bench marks shall be accurately established and maintained; building lines and levels at
convenient locations in order to ensure expeditious and accurate erection of all precast elements.
Maintain proper tolerances in this Work for the attached of the work of other crafts. Manhole
locations are fixed and cannot be moved to accommodate pipe manufacturing or laying. If necessary,
special lengths will be provided to meet manhole location requirements.
The design, fabrication and employment of all strongbacks, shoring, and erection bracing is part of the
Work of this Section. The Contractor shall prepare an excavation large enough to accommodate the
structure and permit grouting of openings and backfilling operations. Earthwork shall conform to
SSPWC 2003.
The manhole base shall be poured in place against undisturbed soil. The manhole stubs and sewer main
shall be set before the concrete is placed and shall be rechecked for alignment and grade before the
concrete has set. The various sized inlets and outlets to the manhole shall be located as indicated in the
Drawings. The manhole base shall extend 12-inches below the bottom of the lowest pipe.
Invert elevations of connecting sewers may very depending upon sizes. The crown elevation of all pipes
shall be the size of the crown elevation of the largest pipe unless otherwise indicated on the Drawings.
The invert of the manhole base shall be hand worked so as to provide channels conforming in size and
shape to the lower portions of the inlets and outlets. The channel shall vary uniformly in size and shape
from inlet to outlet, and be constructed higher than pipe as indicated on the Drawings. The manhole
invert channels shall be smooth and accurately shaped. Channels may be formed directly in the concrete
base. Remove and replace defective manhole bases.
All transitions shall be smooth and of the proper radius to give an uninterrupted transition of flow. The
concrete base shall be shaped with a wood float and shall receive a hard-steel trowel finish prior to the
concrete setting. In the event additional mortar is required after initial set has taken place, the surface to
receive the mortar shall be primed, and the mortar mixed with “Willhold Concrete Adhesive” in the
amounts and proportions as recommended by the manufacturer, and as directed by the Engineer in order
to secure as chip-proof a result as possible. The bases shall set a minimum of 24 hours before the
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manhole construction is continued. In certain critical situations, the time of setting may be reduced upon
approval of the Engineer.
D. Each manhole section shall be set in a bed of mortar to make a watertight joint, shall be neatly banded on
the inside and out, and shall be set perfectly to plumb. Sections of various height grade rings shall be
used in order to bring out the top of the manhole ring and cover to the elevation established on the
Drawings, but limited to maximum of 18-inches of grade ring unless otherwise instructed by the
Engineer. The precise concrete manhole rings shall be jointed with a minimum thickness of Yz-inch of
Portland cement mortar.
Mortar shall be composed of one part Portland cement to two parts of clean well-graded sand to such size
that all pass a No. 8 sieve. Cement, aggregate, and water for mortar shall conform to the applicable
provisions of Section 03300. Preformed, cold-applied, ready-to-use plastic joint sealing compound shall
be used between units. Plastic Joint Sealing does not replace grout banding.
The finished elevations at which manhole frames and covers are to be set shall conform to the
requirements set forth on the Drawings, but in all cases shall be governed by the Engineer in the field.
Where the frame and cover are in existing pavement or in the traveled way of the existing road shoulder,
it is to be placed flush with the existing surface. Where the structure is outside the limits of the traveled
shoulder but not in the roadside ditch, it should be placed l/l0-foot above the existing ground surface.
Where the manhole cover falls in the existing roadside ditch or easement right-of-way “offsite”, it is to be
placed approximately 18-inches above the existing ground surface or as directed by the Engineer.
Manhole frames shall be set at the required grade and shall be securely attached to the top precast
manhole shaft unit with a cement-mortar bed and fillet as shown on the Drawings. After the frames are
securely set in place, covers shall be installed and all necessary cleaning and scraping of foreign materials
from the frames and covers shall be accomplished to ensure a fine satisfactory fit.
E. Manhole stubs shall be plugged with stoppers or brick wall plugs as shown in the Drawings for various
sizes of pipe. Where new construction is started at the stub of an existing manhole, the Contractor shall
brick the opening into the manhole before he removes the plug or stopper from the stub. Said bricked
opening shall remain in place until the Contractor has tested and completed the work.
F. Brick and mortar bulkheads shall be installed by the Contractor at the downstream end of all unused stub
channels over 5-feet in length to prevent the creation of a septic condition resulting from ponding of
sewage and debris in the unused channels, until such time as the manhole stub is connected and normal
sewage flow can occur. On short stubs a grouted plug will be required.
G. In order to prevent accidental use of the new sewer prior to completion and acceptance, the inlet to
existing tie-in manholes shall be sealed with broken brick and mortar. Installation of these plugs shall be
approved by the Engineer. Plugs shall be removed at the time of final inspection or as directed by the
Engineer.
H. Dampproofing material shall be applied to the exterior surfaces of manholes in accordance with the
manufacturer’s recommendations. The material shall be applied to all exterior surfaces below a point one
foot above the water table or indications of seepage or moisture as directed by the Engineer.
I. Select backfill material consisting of clean sand shall be used all around all manholes. It shall be
consolidated by water jetting or compacted by pneumatic tampers to obtain a relative density of 95%.
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Precast Concrete Structures
03400-1 1
J. A Class C Concrete ring shall be cast around manhole frames that are flush with the surface as shown on
the plans. Prior to installation of manhole ring, manhole covers, valve cans and other appurtenances are
to be lowered and paved over then raised to grade. The ring shall be placed after final grading or paving
together with final cleanup.
K. Elements shall be erected in accordance with the referenced standards, drawings, Specifications, and
Agency approved submittals, using competent craftspersons under the continuous supervision of the
fabricator. Elements shall be accurately set in the positions assigned to them on the reviewed installation
or erection drawings and securely anchored in final positions. All joints shall be sealed in strict
conformity with detail drawings.
1. Erection procedures shall be determined by the fabricator in conjunction with the erector.
2. All cracked, damaged, or otherwise defective precast elements, not feasible to repair, shall be
replaced until acceptable to the Agency without additional cost to the Agency.
3. No elements shall be shipped to the project site unless they are at least 14 days old and unless they
have reached 80 percent of their indicated 28 day strength.
L. Bond Breaker and Curing Compound: Bond breaker and curing compound shall be applied in strict
accordance with manufacturer's printed instructions. Under no circumstances shall the compound be
allowed to contact reinforcing.
M. The vertical units shall be set dry, without grout, attaining joint separation with lead or plastic shims and
spacers.
N. Pickup points, boxouts, inserts and bearing surfaces shown shall be grouted with non-shrink grout in
accordance with Section 03600. Concrete surfaces of adjacent areas shall be in the same plane.
Tolerances: Tolerances shall be in accordance with requirements of PCI MNL-117 and as follows: 0.
1. Variation from Plane of Location: 1/4-inch in 10 feet maximum.
2. Offset from True Alignment between Two Connecting Members: 1/4-inch maximum.
3. Out of Square: 1/8-inch in 10 feet maximum, noncumulative.
4. Variation in Dimensions Indicated in Shop Drawings: Plus or minus 1/8-inch.
5. Misalignment of Anchors, Inserts, Openings: l/S-inch, maximum.
6. Bowing or Warpage of Units: 1/700 of unit dimension.
7. Exposed Joint Dimension: 3/4-inch plus or minus 1/8-inch.
8. Location of Reglets: 1/4-inch from true position.
Joint Sealing: Joint sealing shall comply with Section 03250. P.
Q, It is the intent of the Specifications that manholes and appurtenances be watertight and free from
infiltration. All manholes are to be banded both inside and outside with cement-mortar grout. Where
manholes are to be given a protective lining or coating, they shall be free of any seeping or surface
moisture. The adequacy of manholes and appurtenances as to watertightness shall be determined by the
Engineer and shall be verified through vacuum testing.
R. Vacuum testing shall include the following:
1. Vacuum testing equipment shall be as manufactured by P.A. Glazer, Inc. or approved equal.
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03400-1 2
2.
3.
4.
5.
6.
7.
Manholes shall be tested after assembly and prior to mortaring the joints or backfilling. In case of
manholes incorporating a PVC liner, the testing is to take place prior to mortaring the joints, welding
the liner seams between sections or backfilling.
All lift holes shall be plugged with an approved grout prior to testing.
All pipes entering the manhole shall be plugged, and craving installed, to prevent the plug from being
drawn into the manhole.
The test head shall be placed inside the top of the cone section and the seal inflated in accordance
with the manufacturer’s recommendations.
A vacuum of 10 inches of mercury shall be drawn. The time shall be measured for the vacuum to
drop to 9 inches. The manhole shall pass the test if the time taken for the drop is greater than 60
seconds.
If the manhole fails the test, necessary repairs shall be made and the test repeated until acceptable
results are obtained. The leak(s) shall be located and repaired according to their nature with material-
in-kind.
S. New connections to existing manholes wherein stubs have not been provided shall be made by core
drilling through the walls and base as directed by the Engineer.
3.02 REPAIRS
A. After Work is completed, damaged surfaces and cracks shall be properly repaired until acceptable to the
Agency. Where repairs are not acceptable, the Work shall be removed and conforming Work provided at
no additional cost to the Agency.
END OF SECTION
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Precast Concrete Structures 03400-1 3
Precast Concrete Structures
03400-1 4
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TECHNICAL PROVISIONS
SECTION 03482
PRECAST CONCRETE MOLDINGS
PART 1 GENERAL
1.01 SUMMARY
A. Provide precast concrete moldings where shown on the Drawings, as specified herein, and as
needed for a complete and proper installation.
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 1 of these Specifications.
1.02 SUBMITTALS
A. Comply with pertinent provisions of SSPWC 2003.
B. Product data: Within 35 Calendar Days after the Contractor has received the Agency'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. Shop Drawings showing complete information for fabricating and erecting the work of this
Section including, but not necessarily limited to:
a. Member dimensions and cross section;
b. Location, size, and type of reinforcement and provisions for anchoring;
c. Similar data required to fully describe the proposed method of fabricating, erecting, and
installing the work of this Section.
4. Manufacturer's recommended installation procedures which, when approved by the Agency's
Representative, will become the basis for accepting or rejecting actual installation procedures
used on the Work.
1.03 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.
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Precast Concrete Moldings
03482-1
1.04 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Section 0 1600.
PART 2 PRODUCTS
2.01 PRECAST CONCRETE MOLDINGS
A. Where called for on the Drawings, provide precast concrete moldings in the shapes and dimensions
indicated, as manufactured by Concrete Designs, Inc., 2940 South Palo Verde, Tucson, Arizona
857 13, (602) 624-6653, complete with required anchorage system and reinforcement as required,
or provide an equal product approved in advance by the Agency’s Representative.
2.02 OTHER MATERIALS
A. 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 Agency’s Representative.
PART 3 EXECUTION
3.01 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.
3.02 FABRICATION
A. Manufacture the work of this Section in strict accordance with the approved Shop Drawings and
the requirements of governmental agencies having jurisdiction.
3.03 INSTALLATION
A. Install the work of this Section in strict accordance with the manufacturer’s recommendations as
approved by the Agency’s Representative, anchoring all components firmly into position level,
square, and plumb.
END OF SECTION
Precast Concrete Moldings
03482-2
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SECTION 03600
GROUT
PART 1 GENERAL
1.01 SUMMARY OF SECTION
A. Furnish all labor, materials, equipment and incidentals required and install grout complete as shown
on the Drawings and as specified herein.
B. Perform all sampling and furnish all testing of materials and products by an independent testing
laboratory acceptable to the Engineer but engaged by and at the expense of the Contractor.
1.02 RELATED WORK
A. Formwork is included in Section 03 100.
B. Concrete Reinforcement is included in Section 03200.
C. Concrete Joints and Joint Accessories are included in Section 03250.
D. Cast-in-Place Concrete is included in Section 03300.
E. Grout for reinforced masonry is included in Division 4.
F. Miscellaneous Metals are included in Section 05500
1.03 SUBMITTALS
A. Submit to the Engineer, in accordance with SSPWC 2003, shop drawings and product data showing
materials of construction and details of installation for:
1. Commercially manufactured nonshrink cementitious grout. The submittal shall include catalog
cuts, technical data, storage requirements, product life, working time after mixing, temperature
considerations, conformity to required ASTM standards and Material Safety Data Sheets.
2. Commercially manufactured nonshrink epoxy grout. The submittal shall include catalog cuts,
technical data, storage requirements, product life, working time after mixing, temperature
considerations, conformity to required ASTM standards and Material Safety Data Sheets.
B. Samples
1. Samples of commercially manufactured grout products when requested by the Engineer.
2. Aggregates for use in concrete grout when requested by the Engineer.
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Grout
03600-1
C. Laboratory Test Reports
1. Submit laboratory test data as required under Section 03300 for concrete to be used as concrete
grout.
D. Certifications
1. Certify that the Contractor is not associated with the independent testing laboratory, nor does the
Contractor or its officers have a beneficial interest in the laboratory.
1.04 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM C53 1 - Standard Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical Resistant Mortars, Grouts and Monolithic Surfacings
2. ASTM C827 - Standard Test Method for Change in Height at Early Ages of Cylindrical
Specimens from Cementitious Mixtures
3. ASTM C1107 - Standard Specification for Packaged Dry? Hydraulic-Cement Grout (Nonshrink)
4. ASTM D695 - Standard Test Method for Compressive Properties of Rigid Plastics
B. U.S. Army Corps of Engineers Standard (CRD)
1. CRD-C 62 1 - Corps of Engineers Specification for Nonshrink Grout
C. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
1.05 QUALITY ASSURANCE
A. Qualifications
1. Grout manufacturer shall have a minimum of 10 years experience in the production and use of
the type of grout proposed for the work.
B. Pre-installation Conference
1. Well in advance of grouting, hold a pre-installation meeting to review the requirements for
surface preparation, mixing, placing and curing procedures for each product proposed for use.
Parties concerned with grouting shall be notified of the meeting at least 10 days prior to its
scheduled date.
Grout
03600-2
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C.
D.
1.07
A.
B.
C.
D.
E.
1 .os
A.
PART 2
2.01
A.
B.
Services of Manufacturer's Representative
1. A qualified field technician from each of the nonshrink grout and nonshrink epoxy grout
manufacturer, specifically trained in the installation of the products, shall attend the pre-
installation conference and shall be present for the initial installation of each type of nonshrink
grout. Additional services shall also be provided, as required, to correct installation problems.
Field Testing
1. All field testing and inspection services required shall be provided by the Agency. The
Contractor shall assist in the sampling of materials and shall provide any ladders, platforms, etc,
for access to the work. The methods of testing shall comply in detail with the applicable ASTM
Standards.
DELIVERY, STORAGE AND HANDLING
Deliver materials to the jobsite in original, unopened packages, clearly labeled with the
manufacturer's name, product identification, batch numbers and printed instructions.
Store materials in full compliance with the manufacturer's recommendations. Total storage time
from date of manufacture to date of installation shall be limited to 12 months or the manufacturer's
recommended storage time, whichever is less.
Material which becomes damp or otherwise unacceptable shall be immediately removed from the
site and replaced with acceptable material at no additional expense to the Agency.
Nonshrink cement-based grouts shall be delivered as preblended, prepackaged mixes requiring only
the addition of water.
Nonshrink epoxy grouts shall be delivered as premeasured, prepackaged, three component systems
requiring only blending as directed by the manufacturer.
DEFINITIONS
Nonshrink Grout: A commercially manufactured product that does not shrink in either the plastic or
hardened state, is dimensionally stable in the hardened state and bonds to a clean base plate.
PRODUCTS
GENERAL
The use of a manufacturer's name and product or catalog number is for the purpose of establishing
the standard of quality required.
Like materials shall be the products of one manufacturer or supplier in order to provide
standardization of appearance.
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Grout
0 3 6 0 0 - 3
2.02 MATERIALS
A. Nonshrink Cementitious Grout (Nonshrink Grout)
1. Nonshrink grouts shall meet or exceed the requirements of ASTM C1107 Grades B or C and
CRD-C 621. Grouts shall be portland cement based, contain a pre-proportioned blend of
selected aggregates and shrinkage compensating agents and shall require only the addition of
water. Nonshrink grouts shall not contain expansive cement or metallic particles. The grouts
shall exhibit no shrinkage when tested in conformity with ASTM C827.
a. General purpose nonshrink grout shall conform to the standards stated above and shall be
SikaGrout 212 by Sika Corp.; Set Grout by Master Builders, Inc.; Gilco Construction Grout
by Gifford Hill & Co.; Euco NS by The Euclid Chemical Co.; NBEC Grout by U. S. Grout
Corp. or equal.
b. Flowable (Precision) nonshrink grout shall conform to the standards stated above and shall
be Masterflow 928 by Master Builders, Inc.; Hi-Flow Grout by the Euclid Chemical Co.;
SikaGrout 212 by Sika Corp.; Supreme Grout by Gifford Hill & Co.; Five Star Grout by U.
S. Grout Corp. or equal.
B. Nonshrink Epoxy Grout
1. Nonshrink epoxy-based grout shall be a pre-proportioned, three component, 100 percent solids
system consisting of epoxy resin, hardener, and blended aggregate. It shall have a compressive
strength of 14,000 psi in 7 days when tested in conformity with ASTM D695 and have a
maximum thermal expansion of 30 x 10" when tested in conformity with ASTM C53 1. The
grout shall be Ceilcote 648 CP by Master Builders, Inc.; Five Star Epoxy Grout by U.S. Grout
Corp.; Sikadur 42 Grout-Pak by Sika Corp.; High Strength Epoxy Grout by the Euclid Chemical
Co. or equal.
C. Cement Grout
1. Cement grouts shall be a mixture of one part Portland cement conforming to ASTM C150,
Types I, II, or III and 1 to 2 parts sand conforming to ASTM C33 with sufficient water to place
the grout. The water content shall be sufficient to impart workability to the grout but not to the
degree that it will allow the grout to flow.
D. Concrete Grout
1. Concrete grout shall conform to the requirements of Section 03300 except as specified herein. It
shall be proportioned with cement, pozzolan, coarse and fine aggregates, water, water reducer
and air entraining agent to produce a mix having an average strength of 2900 psi at 28 days, or
2500 psi nominal strength. Coarse aggregate size shall be %-inch maximum. Slump should not
exceed 5-inches and should be as low as practical yet still retain sufficient workability.
Grout
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2. Synthetic reinforcing fibers as specified in Section 03200 shall be added to the concrete grout
mix at the rate of 1.5 Ibs of fibers per cubic yard of grout. Fibers shall be added from the
manufacturer’s premeasured bags and according to the manufacturer’s recommendations in a
manner which will ensure complete dispersion of the fiber bundles as single monofilaments
within the concrete grout.
E. Water
1. Potable water, free from injurious amounts of oil, acid, alkali, organic matter, or other
deleterious substances.
PART 3 EXECUTION
3.01 PREPARATION
A. Grout shall be placed over cured concrete which has attained its full design strength unless otherwise
approved by the Engineer.
B. Concrete surfaces to receive grout shall be clean and sound; free of ice, frost, dirt, grease, oil, curing
compounds, laitance and paints and free of all loose material or foreign matter which may effect the
bond or performance of the grout.
C. Roughen concrete surfaces by chipping, sandblasting, or other mechanical means to ensure bond of
the grout to the concrete. Remove loose or broken concrete. Irregular voids or projecting coarse
aggregate need not be removed if they are sound, free of laitance and firmly embedded into the
parent concrete.
1. Air compressors used to clean surfaces in contact with grout shall be the oilless type or equipped
with an oil trap in the air line to prevent oil from being blown onto the surface.
D. Remove all loose rust, oil or other deleterious substances from metal embedments or bottom of
baseplates prior to the installation of the grout.
E. Concrete surfaces shall be washed clean and then kept moist for at least 24 hours prior to the
placement of cementitious or cement grout. Saturation may be achieved by covering the concrete
with saturated burlap bags, use of a soaker hose, flooding the surface, or other method acceptable to
the Engineer. Upon completion of the 24 hour period, visible water shall be removed from the
surface prior to grouting. The use of an adhesive bonding agent in lieu of surface saturation shall
only be used when approved by the Engineer for each specific location of grout installation.
F. Epoxy-based grouts do not require the saturation of the concrete substrate. Surfaces in contact with
epoxy grout shall be completely dry before grouting.
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Grout
03600-5
G.
H.
I.
3.02
A.
B.
C.
D.
E.
F.
3.03
A.
B.
Grout
03600-6
Construct grout forms or other leakproof containment as required. Forms shall be lined or coated
with release agents recommended by the grout manufacturer. Forms shall be of adequate strength,
securely anchored in place and shored to resist the forces imposed by the grout and its placement.
1. Forms for epoxy grout shall be designed to allow the formation of a hydraulic head and shall
have chamfer strips built into forms.
Level and align the structural or equipment bearing plates in accordance with the structural
requirements and the recommendations of the equipment manufacturer.
Equipment shall be supported during alignment and installation of grout by shims, wedges, blocks or
other approved means. The shims, wedges and blocking devices shall be prevented from bonding to
the grout by appropriate bond breaking coatings and removed after grouting unless otherwise
approved by the Engmeer.
INSTALLATION - GENERAL
Mix, apply and cure products in strict compliance with the manufacturer's recommendations and this
Section.
Have sufficient manpower and equipment available for rapid and continuous mixing and placing.
Keep all necessary tools and materials ready and close at hand.
Maintain temperatures of the foundation plate, supporting concrete, and grout between 40 and 90
degrees F during grouting and for at least 24 hours thereafter or as recommended by the grout
manufacturer, whichever is longer. Take precautions to minimize differential heating or cooling of
baseplates and grout during the curing period.
Take special precautions for hot weather or cold weather grouting as recommended by the
manufacturer when ambient temperatures and/or the temperature of the materials in contact with
grout are outside of the 60 and 90 degrees F range.
Install grout in a manner which will preserve the isolation between the elements on either side of the
joint where grout is placed in the vicinity of a control joint.
Reflect all existing underlyng expansion, control and construction joints through the grout.
INSTALLATION - CEMENT GROUTS AND NONSHFUNK GROUTS
Mix in accordance with manufacturer's recommendations. Do not add cement, sand, pea gravel or
admixtures without prior approval by the Engineer.
Avoid mixing by hand. Mixing in a mortar mixer (with moving blades) is recommended. Pre-wet
the mixer and empty excess water. Add premeasured amount of water for mixing, followed by the
grout. Begin with the minimum amount of water recommended by the manufacturer and then add
the minimum additional water required to obtain workability. Do not exceed the manufacturer's
maximum recommended water content.
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C. Placements greater than 3-in in depth shall include the addition of clean, washed pea gravel to the
grout mix when approved by the manufacturer. Comply with the manufacturer's recommendations
for the size and amount of aggregate to be added.
D. Place grout into the designated areas in a manner which will avoid segregation or entrapment of air.
Do not vibrate grout to release air or to consolidate the material. Placement should proceed in a
manner which will ensure the filling of all spaces and provide full contact between the grout and
adjoining surfaces. Provide grout holes as necessary.
E. Place grout rapidly and continuously to avoid cold joints. Do not place cement grouts in layers. Do
not add additional water to the mix (retemper) after initial stiffening.
F. Just before the grout reaches its final set, cut back the grout to the substrate at a 45 degree angle
from the lower edge of bearing plate unless otherwise approved by the Engineer. Finish this surface
with a wood float finish.
G. Begin curing immediately after form removal, cutback, and finishing. Keep grout moist and within
its recommended placement temperature range for at least 24 hours after placement or longer if
recommended by the manufacturer. Saturate the grout surface by use of wet burlap, soaker hoses,
ponding or other approved means. Provide sunshades as necessary. If drylng winds inhibit the
ability of a given curing method to keep grout moist, erect wind breaks until wind is no longer a
problem or curing is finished.
3.04 INSTALLATION - NONSHRINK EPOXY GROUTS
A. Mix in accordance with the procedures recommended by the manufacturer. Do not vary the ratio of
components or add solvent to change the consistency of the grout mix. Do not overmix. Mix full
batches only to maintain proper proportions of resin, hardener and aggregate.
B. Monitor ambient weather conditions and contact the grout manufacturer for special placement
procedures to be used for temperatures below 60 or above 90 degrees F.
C. Place grout into the designated areas in a manner which will avoid trapping air. Placement methods
shall ensure the filling of all spaces and provide full contact between the grout and adjoining
surfaces. Provide grout holes as necessary.
D. Minimize "shoulder" length (extension of grout horizontally beyond base plate). In no case shall the
shoulder length of the grout be greater than the grout thickness.
E. Finish grout by puddling to cover all aggregate and provide a smooth finish. Break bubbles and
smooth the top surface of the grout in conformity with the manufacturer's recommendations.
F. Epoxy grouts are self curing and do not require the application of water. Maintain the formed grout
within its recommended placement temperature range for at least 24 hours after placing, or longer if
recommended by the manufacturer.
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Grout
03600-7
3.05
A.
B.
C.
D.
E.
F.
3.06
A.
Grout
03600-8
INSTALLATION - CONCRETE GROUT
Screed underlying concrete to the grade shown on the Drawings. Provide the surface with a
broomed finish, aligned to drain. Protect and keep the surface clean until placement of concrete
grout.
Remove the debris and clean the surface by sweeping and vacuuming of all dirt and other foreign
materials. Wash the tank slab using a strong jet of water. Flushing of debris into tank drain lines
will not be permitted.
Saturate the concrete surface for at least 24 hours prior to placement of the concrete grout.
Saturation may be maintained by ponding, by the use of soaker hoses, or by other methods
acceptable to the Agency. Remove excess water just prior to placement of the concrete grout. Place
a cement slurry immediately ahead of the concrete grout so that the slurry is moist when the grout is
placed. Work the slurry over the surface with a broom until it is coated with approximately 1/16- to
1/8-inch thick cement past. (A bonding grout composed of 1 part Portland cement, 1.5 parts fine
sand, an approved bonding admixture and water, mixed to achieve the consistency of thick paint,
may be substituted for the cement slurry.)
Place concrete grout to final grade using the scraper mechanism as a guide for surface elevation and
to ensure high and low spots are eliminated. Unless specifically approved by the equipment
manufacturer, mechanical scraper mechanisms shall not be used as a finishing machine or screed.
Provide grout control joints as indicated on the Drawings.
Finish and cure the concrete grout as specified for cast-in-place concrete.
SCHEDULE
The following list indicates where the particular types of grout are to be used:
1.
2.
3.
4.
5.
General purpose nonshrink grout: Use at all locations where non shrink grout is called for on
the plans except for base plates greater in area than 3-ft wide by 3-ft long and except for the
setting of anchor rods, anchor bolts or reinforcing steel in concrete.
Flowable nonshnnk grout: Use under all base plates greater in area than 3-ft by 3-ft. Use at all
locations indicated to receive flowable nonshrink grout by the Drawings. The Contractor, at
hisher option and convenience, may also substitute flowable nonshrink grout for general
purpose nonshrink grout.
Nonshnnk epoxy grout: Use for the setting of anchor rods, anchor bolts and reinforcing steel in
concrete and for all locations specifically indicated to receive epoxy grout.
Cement grout: Cement grout may be used for grouting of incidental base plates for structural
and miscellaneous steel such as post base plates for platforms, base plates for beams, etc. It shall
not be used when nonshrink grout is specifically called for on the Drawings or for grouting of
primary structural steel members such as columns and grders.
Concrete grout: Use for overlaying the base concrete to allow more control in placing the
surface grade.
END OF SECTION
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SECTION 04200
MASONRY
PART 1
1.01
A.
B.
C.
1.02
A.
B.
C.
D.
E.
G.
H.
GENERAL
SCOPE OF WORK
Furnish all labor, materials, equipment, and incidentals required to construct all masonry work as
shown on the Drawings and as specified herein.
Work under this Section includes, but is not necessarily limited to, the following:
1. Unit masonry including:
a. Concrete masonry units (CMU)
b. Split face block unit (SF BLK)
2. Installation of deformed steel reinforcement provided under Section 03200.
3. Glass block joint reinforcement, masonry ties, anchors, and through-wall flashing.
4. Coordination and installation of items in masonry such as lintels, door, window, and louver
frames, plus vent pipes, conduits, 'and other items furnished and installed by other trades.
5. Mortar for masonry.
6. Grouting of masonry cells, bond beams, and lintels.
Provide masonry unit, masonry prism, mortar, and grout testing prior to installation by an
independent testing laboratory engaged by the Contractor and acceptable to the Engineer.
RELATED WORK
Field testing of masonry units, prisms, grout, and mortar for materials delivered to the site for
placement as part of the work, to determine compliance with the Contract Documents, will be
provided by the Agency.
Concrete Reinforcement is included in Section 03200.
Grout for Baseplate and Equipment is included in Section 03600.
Miscellaneous Metals is included in Section 05500.
Building Insulation is included in Section 07210.
Joint Sealant is included in Section 0790 1.
Painting is included in Section 09902.
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1.03 SUBMITTALS
A. Submit shop drawings and product data, in accordance with SSPWC 2003, showing materials of
construction and details of installation for:
1. Reinforcement. Fabrication and placing drawings and details for mild steel and prefabricated
joint reinforcement. Reinforcement placing drawings shall conform to the requirements of
Section 03200.
2. Cement, hydrated lime, and any mortar or grout admixtures
a. For admixtures, submit evidence of ICBO approval of the proposed application.
3. Proposed mortar and grout proportions.
4. Material properties and test results letters for unit strength method.
5. Miscellaneous items: Joint filler and accessories.
B. Samples: Submit samples for review sufficiently in advance of installation of the materials to allow
investigation and re-submittal of new samples if the original samples are found not to conform to the
contract requirements. Submit samples of the following in sizes and quantities stated:
1. Concrete Masonry Units (CMU, SF BLK): Two samples of each type.
2. Glass Block: Two samples.
3. Anchors and ties: Two samples of each type.
4. Glass Block Joint Reinforcement: Two samples at least 6-in long.
5. Masonry joint material: Two samples at least 6-in long of each type.
C. Test Reports
1. Sieve analysis, mechanical properties, and deleterious substance content for coarse and fine
aggregate for mortar and grout in accordance with ASTM C 144 and C404, as applicable.
2. Chemical analysis and physical tests for each type of cement.
3. Chemical analysis and physical tests for hydrated lime.
4. For each type of masonry unit, certified preconstruction test reports, including compressive strength,
absorption, dimensional analysis, unit weight, and moisture content in accordance with ASTM
C140.
5. Mortar test results in accordance with ASTM C270.
6. Grout test results during construction in accordance with ASTM C 10 19.
7. Compression strength testing reports for masonry prisms before and during construction as
specified.
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D. Certifications
1. Certify that the Contractor is not associated with the independent testing laboratory and that the
Contractor or its officers have no beneficial intent in the laboratory.
E. Qualifications
1. Independent testing laboratory: Name, address, and qualifications. Laboratories affiliated with the
Contractor or in which the Contractor or its officers have a beneficial interest are not acceptable.
F. Procedures
1. Cold weather construction procedures. Submit a description of procedures to be used.
2. Hot weather construction procedures. Submit a description of procedures to be used.
3. Review of hot and cold weather construction procedures will be for information only. The
Contractor remains fully responsible for complying with the requirements of this Section and for
the adequacy of procedures employed.
1.04 REFERENCE STANDARDS
A. American Concrete Institute (ACI)/American Society for Civil Engineers (ASCE)
1. ACI 530.UASCE 6 - Specification for Masonry Structures
B. American Society for Testing and Materials (ASTM)
1. ASTM A1 53 - Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
2. ASTM A615 - Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
3. ASTM C33 - Specification for Concrete Aggregates
4. ASTM C90 - Specification for Hollow Load-Bearing Concrete Masonry Units
5. ASTM C140 - Sampling and Testing for Concrete Masonry Units
6. ASTM C 144 - Specification for Aggregate for Masonry Mortar
7. ASTM C 150 - Specification for Portland Cement
8. ASTM C207 - Specification for Hydrated Lime for Masonry Purposes
9. ASTM C270 - Specification for Mortar for Unit Masonry
10. ASTM C33 1 - Specification for Lightweight Aggregates for Concrete Masonry Units
1 1. ASTM C404 - Specification for Aggregates for Masonry Grout
12. ASTM C426 - Test for Drying Shrinkage of Concrete Block
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Masonry
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13. ASTM C476 - Specification for Mortar and Grout for Reinforced Masonry
14. ASTM C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars
for Plain and Reinforced Unit Masonry
15. ASTM C 10 19 - Method of Sampling and Testing Grout
16. ASTM D2000 - Classification System for Rubber Products in Automatic Applications
17. ASTM E447 - Test Methods for Compressive Strength of Masonry Materials
C. International Conference of Building Officials (ICBO)
1. Uniform Building Code, 1997 Edition
D. Where reference is made to one of the preceding standards, the revision in effect at the time of bid
opening shall apply unless otherwise indicated.
1.05 QUALITY ASSURANCE
A. Testing services required to demonstrate that the materials proposed for incorporation into the work
comply with the requirement of the Contract Documents shall be provided by the Contractor. The
. cost of such testing, unless specifically stated otherwise, shall be paid by the Contractor.
B. All field testing and inspection services to confirm that the properties of the materials actually
incorporated into the work conform to these specifications, and to satisfy the building code
requirements for special inspection will be provided by the Agency. The cost of such work, unless
specifically stated otherwise, will be paid by the Agency. Facilitate such testing and inspection as
follows:
1. Advise Engineer of installation far enough in advance to allow for assignment and scheduling of
inspection and testing personnel.
2. Furnish any labor necessary to assist the Agency's testing agency in obtaining and handling
samples.
C. Methods of testing shall conform to ASTM or other standards as indicated. Include in reports for
prisms or test specimens a description of the portion of construction represented by the specimen(s),
and a summary of conditions under which the specimens were stored prior to testing.
D. Special Inspection
1. All reinforced masonry shall be periodically inspected by a special inspector approved by the
local building official and the Engneer in accordance with the following paragraphs.
a. Costs of inspection described in these paragraphs shall be paid by the Agency.
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2. The special inspector shall observe the work of this Section for conformance with the Drawings
and specifications, and shall bring any discrepancies to the immediate attention of the Contractor
and the Engineer.
a. ' The special inspector shall furnish three original copies of inspection reports on all
inspections within 48 hours after the inspections are made.
b. The special inspector shall sign and submit three original copies of a final report stating
whether the work was, to the best of hisher knowledge, performed in accordance with the
Contract Documents and the applicable workmanship provisions of the governing building
code.
c. The special inspector shall submit the origmal copy of the reports described in the
preceding paragraphs to the building official, with additional copies to the Agency and the
Engineer.
3. Make special inspections as follows:
a. Observe the preparation of all masonry prisms and of all grout or mortar test specimens.
b. Observe site sampling of masonry units for compression testing.
c. For fully grouted open-end hollow unit masonry, observe the initial laying of masonry
units. For masonry other than fully grouted open-end hollow unit masonry, observe the
laying of all masonry units.
d. Observe reinforcement placement including sizes, positioning, embedment, and splices.
e. Observe the condition of grout spaces just prior to each grouting operation.
f. Observe all grouting operations.
E. Compression strength of masonry, f,, shall be equal to or exceed 2,000 psi. The Engineer has
selected this compression strength based on the Prism Test Method in accordance with UBC.
F. Test for material compression strength as follows. Compression strength of masonry in each
structural wythe shall equal or exceed the specified value of fm.
1. Prior to construction, perform the following tests using samples of materials that will be
incorporated in the work.
a. One prism test consisting of five test specimens. Construct and test prisms in accordance
with ASTM E447 Method B as modified in ACI 530.UASCE 6 Section 1.6.3.
b. One mortar test consisting of one set of three 2-in diameter by 4-in cylindrical specimens
constructed and tested in compliance with ASTM C780.
c. One grout test consisting of one set of three specimens constructed and tested in
compliance with ASTM C 10 19.
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2. During construction, perform one prism test consisting of three test specimens, one mortar cube
test, and one grout test as specified in the previous paragraph for each 5,000 ftz of wall area or
portion thereof.
G. Sample Panel: Before masonry work is begun, provide a sample panel for Engineer's approval. The
panel shall be approximately 6-8 long by 4-8 high, and of the same construction as the walls shown
for the building. One face shall show the workmanship, coursing, bond, thickness, and tooling of
joints, range of color and texture of the masonry, the color of the mortar, and installation of face
brick, all of which shall be as specified. The accepted panel shall form the standard for acceptable
finished work on the project. The panel shall be erected in a location as designated by the Engineer
and, when directed, shall be completely removed from the job site.
H. Cold and Hot Weather Construction: Masonry construction in cold and hot weather shall conform to
the applicable requirements of the UBC unless otherwise specified herein. Heat and enclosures will
be the only protection method allowed for cold weather construction. No mortar additives shall be
used for this purpose.
1. Cold weather construction procedures: Submit an outline of procedures to be used.
2. Hot weather construction procedures: Submit an outline of procedures to be used.
I. All masonry work shall conform to ACI 530.1/ASCE 6, except as modified herein.
1.07 DELIVERY, STORAGE, AND HANDLING
A. All materials for the work of this Section shall be delivered, stored, and handled so as to preclude
damage of any nature. Store materials off the ground and protected from weather. Prevent wetting
by capillary action, rain, or snow. Manufactured materials, such as cement and lime, shall be
delivered and stored in their original containers, plainly marked with identification of material and
maker. Materials in broken containers, or in packages showing watermarks or other evidence of
damage, shall not be used and shall be removed from the site.
B. All masonry shall be shipped stacked with hay or straw protection or other suitable protective device,
and shall be similarly protected and stacked off the ground on the site. Masonry shall be protected
from the weather and staining with the use of tarpaulins or other covering approved by the Engineer.
1. SF BLK shall be particularly well covered and protected during manufacture, storage, shipping,
and while on the job site to prevent contamination which may lead to efflorescence in the
finished work. If efflorescence occurs in the finished work, the Engineer may order the removal
and replacement of areas so affected.
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PART 2 PRODUCTS
2.0 1 GENERAL
A. The following are specified manufacturers:
1. C.M.U.-Block - Basalite
2. Split-face and Flute Block - Basalite
3. Glass Block - Pittsburgh Coming Glass Block
B. Like materials shall be the end products of one manufacturer in order to provide standardization for
appearance.
C. Materials shall conform to the standards listed herein and to any applicable state or local building
code standards.
2.02 MATERIALS - MASONRY
A. Masonry Units: Concrete
1. General
a. Outside comers of interior partitions shall be made with bullnose units. Provide special
units required by the Drawings, including solid, comer, pilaster, lintels, bond beams,
bullnose, and jamb units.
b. Provide open end units for use at the Lift Station.
c. Use formed "U" shaped units for reinforced masonry lintels.
d. Similar units shall be obtained from one manufacturer to ensure even color and texture.
e. Units shall be sound and free of cracks or other defects that would interfere with the proper
placing of the units or impair the strength or permanence of the construction. Minor cracks
or defects incidental to the usual method of manufacture, or minor chipping resulting from
customary methods of handling in shipment and delivery, shall not be deemed grounds for
rejection except that not more than 5 percent of a shipment shall contain chips larger than
%-in from any edge or comer on the faces.
f. Provide UL approved units where required for fire-rated construction where designated.
2. Hollow and solid concrete masonry units (CMU) shall conform to ASTM C90 medium weight,
Type I, hollow, load bearing units of 8-in by 16-in nominal face size and bed dimension as
shown on the Drawings.
3. Split face block units (SF BLK) shall be autoclave cured solid or hollow load-bearing concrete
masonry architectural facing units conforming to ASTM C90, medium weight, Type I.
a. Materials. Cementitious and pozzolanic (or siliceous) materials, admixtures, and
aggregates shall conform to their respective ASTM Specifications.
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b. Cure masonry units in an autoclave in a saturated steam atmosphere at an average
temperature exceeding 350°F (176°C) for a period of time sufficient to assure that the units
will meet the requirements for dryrng shrinkage.
Bar
#9 through #I 1
c. Dimensions. The thickness of SF BLK shall be as follows: For single face blocks, the
actual thickness (and length for comer blocks) shall be 7/16-in less than the nominal
thickness shown on the Drawings with a tolerance of plus or minus 1/16-in. For blocks
with two faces, the actual thickness shall be 1/2-in less than the nominal thickness shown
on the Drawings with a tolerance also of plus or minus 1/16-in. Nominal block dimensions
shall be 8-in high, 16-in long, and of the thickness shown on the Drawings. Provide
internal comer units, external comer units, solid units, and specials shown or required.
Minimum Inside Diameter
4 diameters
6 diameters 8 diameters
d. Appearance. Color shall match existing and shall be chosen by Engineer from
manufacturer's samples. Surface texture and aggregate exposure shall be uniform within
the normal range established by agreement between manufacturer and purchaser and as
represented by a protected sample wall panel erected at the job site.
e. Protection. Block units shall be delivered to the job site packaged in a manner so as to
prevent damage to the faces in shipment and shall be additionally protected with
polyethylene protective covers, so as to maintain their pre-dried, pre-shrunk condition.
2.03 REINFORCEMENT, TIES, ANCHORS
A. Deformed steel reinforcing bars conform to ASTM A615, Grade 60 and shall be as specified in
Section 03200.
1. Fabricate reinforcement for masonry in accordance with the provisions of Section 03200, except
as amended by the following paragraphs.
2. Hooks. The term ''standard hook" as used herein or as shown on the Drawings for masonry
reinforcement shall be as defined in the following paragraphs. Inside diameter of the bend shall
not be less than that shown in Table 1.
a. A minimum 135-degree bend plus an extension of at least 6 bar diameters but not less than
4-in at the free end of the bar.
b.
c.
Where ties are placed in the horizontal bed joints, a 90-degree bend having a radius of not
less than 4 diameters plus an extension of at least 32 bar diameters at the end of the bar.
For stirrups or ties, either a 90-degree or a 135-degree bend plus an extension of at least 6
bar diameters but not less than 2-1/2-in at the free end of the bar.
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B. Dovetail anchors shall be hmished for anchorage to concrete framework, walls, or ceilings. Anchor
slots shall be fabricated from 26 gauge galvanized steel and shall be furnished with polystyrene
fillers. Twenty-two gauge galvanized steel or 16 gauge stainless steel anchor slots are options. Sizes
are to be coordinated with the anchors used. Provide 16 gauge corrugated galvanized steel ties
manufactured for use with the anchor slots provided.
C. Masonry straps shall be minimum %-in thick by 1 -in wide, and of the required length, fabricated
from hotdipped galvanized steel. Straps shall be similar to Heckmann Building Products No. 273,
or equal.
D. Provide and install miscellaneous anchors and attachment members, required both for the anchorage
of work of ths Section and that of other trades requiring attachment to masonry, which are not
specifically provided under separate Sections.
2.04 MORTAR AND GROUT MATERIALS
A. Cementitious materials
1. Cementitious materials for mortar and grout shall not contain epoxy resins and derivatives,
phenols, asbestos fiber, or fireclays.
2. Portland cement shall conform to ASTM C150 Type II. Masonry cements, mortar cements, and
plastic cement shall not be used.
3. Lime for masonry mortar shall be hydrated lime conforming to ASTM C207, Type S.
B. Aggregates
1. Sand shall be clean, durable particles, free from injurious amounts of organic matter, dust, lumps,
shale, alkali, or surface coatings.
a.
b.
Sand for mortar shall conform to ASTM C144.
Sand for grout shall conform to ASTM C404, Size No. 2.
2. Coarse aggregate for grout shall conform to ASTM C404, Size No. 8.
C. Water shall be from a potable water supply. Water shall be free from deleterious amounts of oils,
acids, alkalis, or organic matter, and shall be clean and fresh.
D. AdmixturesIAdditives
1. Additives and admixtures to mortar or grout shall not be used unless approved by the Engmeer.
2. Antifreeze Compounds. Antifreeze liquids, chloride salts, or other such substances shall not be
used in mortar or grout.
3. Air Entrainment. Air entraining substances shall not be used in mortar or grout.
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4. Integral Waterproofing. Integral waterproofing for use in all exterior mortar shall be metallic
stearate type, and shall be Hydrocide Powder by Sonnebom Contech; Omicron Mortarproofing
by Master Builders; Integral Waterpeller by Euclid Chemical; or equal.
2.05 MORTAR MIXES
A. Mortar for concrete masonry shall be Type S portland cement - lime mortar providing a minimum
compressive strength of 1,800 psi at 28 days. Mortar proportions shall comply with UBC except that
increases in lime content may be permitted to adjust the mixture for initial rate of absorption of the
masonry or for temperature if mortar strength tests are performed. Admixtures shall not be used in
the mortar mix.
1. Mix mortar in accordance with the requirements of ACI 530.1, using a mechanically-operated
mixer in which the quantity of water added can be accurately and uniformly controlled.
Accurately measure mortar constituents by volume.
2. The consistency of the mortar shall be adjusted to the satisfaction of the mason with water added
as necessary to produce a workable mix. Mortar may be re-tempered one time by adding water
when needed to restore the required consistency. When water is added, it shall be mixed into
the mortar, not splashed over the surface.
3. Mortar which has begun to "set" or which has not been used within 2 1/2 hours after initial
mixing water was added to the dry ingredients shall be discarded.
2.06 GROUT MIXES
A. Masonry grout for use in bond beams, lintels, masonry cells, and at other locations shown on the
Drawings shall conform to ASTM C476. Admixtures shall not be used without prior approval by
the Engmeer. Control grout materials and water content to provide adequate fluidity for placement
without segregation.
B. Strength
1. Grout shall attain a minimum compressive strength of 2,500 psi at 28 days when tested in
accordance with ASTM C10 19.
C. Mixing and Handling
1. Accurately measure all ingredients according to the proportions specified for the batch and mix
in a mechanically-operated batch mixer. Mix grout for at least 5 minutes but not more than 10
minutes after all ingredients have been added. Add water as required to provide the desired
workability.
2. Do not handle or pump grout using aluminum equipment.
3. Transit mixed grout may be used. Continually rotate transit mixed grout from the time the water
is added until the grout is discharged.
4. Grout mixing drums shall be completely emptied before the succeeding batch of materials is
introduced for mixing.
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D. Tempering
1. The consistency of grout shall be adjusted so that it will flow into place without segregation of
ingredients. Water may be added to compensate for loss.
2. Grout that has begun final %et" and becomes harsh or which has not been used within 1-
1/2 hours after initial mixing water was added to the dry ingredients shall not be used.
2.07 ACCESSORIES
A. Compressible filler shall be foamed polyurethane strip saturated with polybutylene waterproofing
material. When compressed to 50 percent of its original volume, filler shall hold a head of 6-ft of
water, and maintain its resiliency to allow for installation in temperatures as slow as 40oF. Filler
shall remain waterproof at 50 percent compression between temperatures of4OoF and 2000F.
Elongation shall be at least 325 percent with a tensile strength of not less than 53 psi. The
polybutylene compound shall not migrate in the polyurethane strip. Compressible filler shall be
Polytile by Sandell Manufacturing Company; Combriband by Secoa Corporation, Division of
Phoenix Building Products, Incorporated; or equal.
B. Control joint material shall be factory-extruded preformed rubber shear keys conforming to ASTM
D2000,2AA-805 and shall be as manufactured by Dur-0-Wal; Hohmann and Barnard, Inc.; AA
Wire Products; or equal. Install control joints as shown on the Drawings.
C. Flexible filler for use in conjunction with masonry shall be Standard Cork, Code 4323 by W.R.
Grace; equal by W.R. Meadows; or equal. Thickness shall be 3/8-in or as otherwise shown by width
required for joint and wall conditions.
PART 3 EXECUTION
3.01 PREPARATION
A. Before begnning masonry construction, verify that tolerances of supporting members are within
allowable limits, and that any required reinforcing dowels have been placed in accordance with the
requirements of the Contract Documents.
1. Bearing surface for masonry shall be such that the thickness of the initial bed joint shall be not
less than 1/4-in, or more than 3/4-in in thickness.
B. Before layng masonry, remove laitance, loose aggregate, or anything else which would interfere
with bond between the mortar and substrate.
3.02 MASONRY - INSTALLATION
A. Cold Weather Construction. When the ambient temperature or the temperature of masonry units
falls below 40°F, conform to approved cold weather construction procedures. Provide cold weather
heating and protection for both mortar and grout.
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B. Hot Weather Construction. Where the ambient temperature exceeds 100°F or 90°F with a wind
velocity greater than 8 mph, conform to approved hot weather construction procedures.
C. Wetting Masonry Units
1. Do not wet concrete masonry units before laying unless prior approval is obtained from the
Engineer.
D. Masonry units shall be laid in running bond, with full stretchers, unless otherwise indicated. Tool
joints dense and neat. Placing of mortar and units shall conform to ACI 530.1.
E. Sizes shall be as specified and called for on the Drawings. Where "soaps" and "splits" are used, the
space between these members and the backup material shall be slushed full of mortar.
F. Joints of all masonry shall be tooled in accordance with the following:
1. Wait until unit mortar is thumbprint hard before tooling joint. This may require as much as 3
hours in the shade and 1 hour in the sun in the summertime.
2. The required personnel shall be kept on the job after hours, if necessary, to properly tool joints.
3. Both vertical and horizontal joints shall be maintained uniform in spacing.
4. Joints for all types of CMU shall be 3/8-in and concave.
G. Install all frames required to be set in masonry, set masonry tightly against frames, build in all frame
anchors, and fill frames with mortar.
H. Control joints shall be installed as detailed on the Drawings. The maximum length, horizontally,
between vertical control joints shall be 304, but joints shall be located only as shown or approved in
writing. Joints shall be equal in width to the standard mortar joint.
I. All masonry slots, chases, or openings required for the proper installation of the work of other
Sections shall be constructed as indicated on the Drawings or in accordance with information
furnished before the work is started at the points affected. No chase shall be cut into any wall
constructed of hollow units after it is built, except as directed and approved by the Engmeer.
J. Surfaces shall be brushed as work progresses and maintained as clean as is practicable. Protect sills,
ledges, offsets, etc. from mortar droppings. Unfinished work shall be raked back where possible,
and toothed only where acceptable to the Engineer. The top of partially completed work shall be
covered at all times while work is not in progress. Before leaving fresh or unfinished work, walls
shall be fully covered and protected against rain, wind, frost, or the elements. Covers of waterproof
paper, tarpaulins, or other means acceptable to the Engineer, shall be draped over the wall, shall
extend a minimum of 2-ft down both sides, and shall be firmly held in place.
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K. Build in all miscellaneous items to be set in masonry for which placement is not specifically
provided under separate Divisions, including reglets, lintels, ties, electrical panel boxes, process
equipment, sleeves, vents, grilles, anchors, grounds, and exterior electric conduits and fixtures.
Cooperate with other trades whose work is to be coordinated with the work under this Section.
1. Do not embed pipes or electrical conduits in masonry unless their location has been detailed on
the structural drawings. Pipes or conduits placed in unfilled cells of hollow unit masonry will
not be considered as embedded. Sleeves through masonry shall not be placed closer than 3
diameters, center to center, nor shall they be placed through reinforced courses or cells.
2. Do not place dissimilar metals in contact with each other.
3. Do not embed aluminum conduits, pipes, or accessories in masonry, grout, or mortar, unless they
have been coated or covered with materials which will effectively prevent chemical reactions
with cement or steel.
4. Do not insert through-wall flashing or other elements which stop bond in masonry joints unless
approved by the Engineer.
L. All anchorage, attachment, and bonding devices shall be set so as to prevent slippage and shall be
completely covered with mortar or grout.
M. All ties and reinforcing for masonry shall be furnished and installed under this Section.
N. Furnish and place precast concrete or masonry lintels of the type and dimensions shown on the
Drawings and specified. Extend lintels beyond the opening and firmly bed the bearing ends in
mortar as shown on the Drawings.
0. Bed and grout for items coming in contact with masonry where grouting is required, including, but
not limited to, door bucks and frames set in masonry. Install all anchor bolts, base plates, and seats
in masonry walls, and build in all items required for the completion of the building as they apply to
masonry.
3.03 BONDING, ANCHORS, AND TIES
A. Unless otherwise shown, comers and intersections of load-bearing masonry walls shall be bonded in
each course with a true masonry bond, except that when necessarily erected separately, they shall be
anchored with rigid steel anchors spaced not more than 2-fl apart vertically.
B. Intersections of non-load-bearing partitions with other walls or partitions shall be tied with
corrugated metal anchors at vertical intervals of not more than 16-in or with masonry bonding in
alternate courses.
3.04 REINFORCED MASONRY
A. Install reinforcement of the type, size, and spacing and at locations as indicated on the Drawings and
specified herein.
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B. Concrete masonry unit walls shall be laid in such a manner as to preserve the alignment and
unobstructed vertical continuity of cells. Cross webs adjacent to vertical cores that are to be filled
with grout shall be fully bedded with mortar, to prevent grout leakage. Mortar fins protruding from
joints shall be removed before grout is placed. The minimum clear dimensions of vertical cores to
be grouted shall be 2-in by 3-in.
C. Reinforcement shall be free of dirt, oil, and other materials that will adversely affect bond, and shall be
straight except where bends or hooks are detailed on the plans. Reinforcement which, in the opinion of
the Engineer, is bent or otherwise damaged so as to affect its structural capacity shall not be incorporated
into the Work.
D. Bond beams shall be continuous with lapped splices as specified.
E. Reinforcing around Openings
1. Unless otherwise shown on the Drawings, at openings in masonry greater than or equal to 16-in
in any direction, provide a minimum of one #5 in grouted cells or bond lintel beams on all sides
of the opening. Bars shall extend at least 48 bar diameters past the opening on each side.
2. See lintel schedules and miscellaneous details on the Drawings for additional requirements.
F. Reinforcing Details
1. Support and fasten masonry reinforcement to prevent displacement beyond the tolerances noted
herein.
2. Position and accurately space reinforcement in units as shown on the Drawings. Maintain a
clear distance between reinforcement and any masonry surface or adjacent bar of not less than
1/4-in for fine grout or 1/2-in for coarse grout.
3. Tolerances for placing reinforcement shall be as follows, where d equals distance from
centerline of steel to the compression face of masonry.
a. Walls, beams, lintels, and bond beams:
"d" (in) Tolerance (in)
ds8 +1/2
8cd524 +1
24 c d - +1-1/4
b. If it becomes necessary to move reinforcement to avoid interferences with other
reinforcement, conduits, or embeds, bars shall not be moved beyond their specified
tolerances nor more than one diameter without prior acceptance by the Engmeer.
4. Splice deformed reinforcing steel at least 48 bar diameters (for grade 60 rebar) unless otherwise
noted on the Drawings. When lapped bars are spaced 3-in apart or less, increase the lap length
to 52 bar diameters or stagger the laps at least 24 bar diameters with no increase in lap length.
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5. Clear spacing between vertical bars in columns or pilasters shall be not less than one and one-
half times the bar diameter nor 1-1/2-in. Stagger adjacent splices vertically.
6. Completely embed all reinforcing bars in mortar or grout with minimum cover (including the
masonry unit) as follows:
Interior exposure: 1 - 1 /2-in
Exposed to soil or weather: 2-in
7. Provide masonry dowels cast into the supporting concrete at all comers of the structure, in the
first adjacent cell in each direction from the comer, at cells requiring vertical reinforcement, and
elsewhere as shown on the Drawings.
3.05 GROUTING
A. General
1. Walls shall be fully grouted unless otherwise indicated on the Drawings.
2. Prior to grouting, the grout space shall be clean and free of mortar projections greater than 1/2-
in, mortar droppings, or other foreign materials.
3. Reinforcement shall be in place and adequately supported before commencing grouting
operations. Reinforcement shall be clean and free of mortar droppings or other debris. Notify
the Engineer at least 24 hours prior to any grouting operations so that reinforcement placement,
support, and laps may be observed before grouting. Accurately set embedded bolts with
templates and hold in place to prevent movement. Provide minimum 1 -in grout space between
any bolt and an adjacent masonry surface.
4. Control grout materials and water content during grouting to provide adequate fluidity for
placement without segregation. Place grout within 1-1/2 hours after the introduction of water
into the mix and prior to initial set.
5. Place grout in a continuous pour to its maximum placement height using lifts of 5-ft or less, and
consolidating the grout after each lift.
6. Consolidate grout by mechanical vibration before loss of plasticity, in a manner which will
solidly fill the grout space and minimize voids due to absorption of water into the masonry.
Reconsolidate grout by mechanical vibration after initial water loss and settlement has occurred.
Consolidation should normally occur when the plasticity of the grout approaches that of stiff
mortar (when a touch leaves an indentation).
7. Complete grouting of beams over openings in one continuous operation.
8. Use extreme care to prevent any grout or mortar from staining the face of masonry to be left
exposed or unpainted. If any grout or mortar does contact the face of such masonry, it shall be
removed immediately. Protect all sills, ledges offsets, etc. from grout droppings.
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9. Limitations on grout type (fine or coarse), and height of grout pours shall be as shown in Table
2. Units may be laid to the maximum height of the grout pour before grouting unless otherwise
noted on the Drawings or specified. Where this table or notes on the Drawing indicate that walls
are to be grouted at intervals less than their final height, use "low-lift" grouting procedures.
Where walls are grouted to their final height in one pour, use "high-lift" grouting procedures.
Grout Pour Max.
Height ('' Grout
me
Least Clear Dimensions ("
Width of Grout Space (3' Cell Dimensions (41
B. Low-Lift Grouting Procedures
Fine
Coarse
1. Between grout pours in vertical cells, form a horizontal construction joint "key" in walls by
stopping all wythes at the same elevation, and stopping the grout lift a minimum of 1-1/2-in
below the mortar joint, except at the top of a wall. Consolidate the grout and then continue the
pour. For horizontal bond beams, grout cells below the bond beam and consolidate, then grout
the bond beam itself stopping the grout pour 1/2-in below the top of the masonry. At the
finished course of both walls and bond beams, bring the last pour flush with the top of the
masonry during initial placing and again after consolidation.
(fi) (in) (in x in)
1 1 x2
5 2 2x3 12 2 2x3
24 3 3x3
1 1 1 x3 5 2 2x3
12 2 3x3
24 3 3x4
C. High-Lift Grouting Procedures
1. Do not erect masonry to a height of more than 80 times the minimum clear cell or grout space
dimension nor higher than 30-ft before grouting unless approval is obtained in writing from the
Engineer.
2. Where grout pours exceed 5-ft in height, provide clean-outs in the bottom course of masonry.
Clean-out openings shall be not less than 12-in2 in area and the least dimension of any opening
shall not be less than 3-in. In solid grouted masonry, space clean-outs at each vertical bar, but
not more than 32-in on center.
3. Before grouting, clean cells and collar joints and close and seal clean-out openings. Brace
closures to resist grout pressure. Pour grout at a rate which will minimize the potential for
"blowouts" at the closed clean-out openings, but rapidly enough to allow consolidation before
loss of plasticity.
Masonry
04200-1 6
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3.07 REPAIR, POINTING, AND FINAL CLEANING
A. Exposed masonry shall be protected against staining by wall coverings, and excess mortar shall be
wiped off the surface as the work progresses to reduce need for cleaning at completion of the work.
B. Where ordered, remove masonry units which are loose, chipped, broken, stained, or otherwise
damaged, and units which do not match adjoining units and install new units in fresh mortar or
grout, pointed to eliminate, as approved by the Engineer, evidence of replacement.
C. Pointing
1. During the tooling of joints, except for weep holes, enlarge any voids or holes, and completely
fill with mortar matching the color of the surrounding work as approved by the Engineer and
tool to match. Point-up all joints at comers, openings and adjacent work to provide a neat,
uniform appearance and properly prepare joints for application of sealants where required.
2. Before final cleaning, repoint all unsatisfactory joints as specified above and as required by the
Engineer.
D. Final Cleaning of Masonry
1. After mortar has thoroughly set and cured (three weeks minimum during the summer; five weeks
minimum during the winter), a sample wall area (approximately 20-flz), shall be cleaned, with an
approved commercial masonry cleaner, diluted and mixed with potable water as recommended
by the manufacturer and as approved. The sample area may be the sample wall panel specified
above or an area in the finish work as approved by the Engineer.
2. The Engineer's acceptance of sample cleaning shall be obtained before proceeding to clean
remainder of masonry work. A minimum of one week of dry weather is required to evaluate
effectiveness of cleaning and effect on masonry and mortar. Upon acceptance by the Engineer,
all masonry shall be cleaned by the same method to the satisfaction of the Engineer.
E. Acid solutions shall not be used for cleaning any CMU. Upon completion of the work, all surfaces
of CMU shall be washed with soap powder and warm water, applied with a scrubbing brush, and
then rinsed thoroughly with clear water. Other cleaning methods may be ordered to obtain required
appearance.
F. Masonry areas not satisfactorily cleanable will be ordered to be replaced at no extra cost to the
Agency.
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Masonry
04200-1 7
PART 4
4.0 1
A.
4.02
A.
B.
C.
4.03
A.
B.
C.
D.
Masonry
04200-1 8
INSPECTION AND TESTING
INSPECTION
Special Inspection: Full allowable stresses have been used in design of this project, therefore special
inspection, as defined by the ICBO, Uniform Building Code, is required for all concrete masonry
units installed. The Contractor shall provide adequate advance notice of masonry work to be
performed and provide access for inspection. The costs of inspection will be paid by the Agency.
Special inspection shall be required:
1. For masonry, other than fully grouted open-end hollow-unit masonry, during preparation and
taking of any required prisms or test specimens, placing of all masonry units, placement of
reinforcement, inspection of grout space, immediately prior to closing of cleanouts, and during
all grouting operations.
2. For fully grouted open-end hollow-unit masonry during preparation and taking of any required
prisms or test specimens, at the start of laying units, after the placement of reinforcing steel,
grout space prior to each grouting operation, and during all grouting operations.
TESTING
Block shall be tested to assure conformance with the physical properties required by this Section.
Samples for testing shall be selected by the Engineer at the place of manufacture from lots ready for
delivery. At least ten days should be allowed for completion of the tests, except that a minimum of
twenty-one days should be allowed for completion of drying shrinkage tests when required.
1. Drying shrinkage tests shall be conducted upon units made with concrete mixtures having the
same proportions and composition, and made and cured in the same way as those specified
herein, not more than twelve months prior to delivery of units.
Compliance with the requirements for the specified compressive strength of masonry f m shall be in
accordance with the UBC requirements for Masonry Prism-Testing, Masonry Prism Test Record, or
Unit Strength Method.
QUALITY CONTROL
In case the shipment fails to conform to the specified requirements, the manufacturer may sort it and
new specimens shall be selected by the Engineer from the retained lot and tested at the expense of
the manufacturer. In case the second set of specimens fails to conform to the test requirements, the
entire lot shall be rejected.
The expense of inspection and testing shall be borne by the manufacturer.
Quality control and construction tolerances shall be in accordance with ACI 530.1/ASCE 6.
Masonry units, reinforcement, cement, lime, aggregate, and all other materials meet the requirements
of the applicable standards of quality and that they are properly stored and prepared for use.
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E. Mortar and grout are properly mixed using specified proportions of ingredients. The method of
measuring materials for mortar and grout shall be such that proportions of materials are controlled.
F. Construction details, procedures, and workmanship are in accordance with the plans and
specifications.
G. Placement, splices and reinforcement sizes are in accordance with the provisions of this chapter and
the plans and specifications.
END OF SECTION
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Masonry
04200-1 9
Masonry
04200-20
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SECTION 04270
GLASS UNIT MASONRY
PART 1
1.01
A.
B.
1.02
A.
B.
1.03
A.
B.
GENERAL
DESCRIPTION
Provide glass unit masonry where shown on the Drawings, as specified herein, and as needed for a
complete and proper installation.
Related work:
1. Documents affecting work of this Section include, but are not necessarily limited to, General
Conditions, Supplementary General Conditions, and Sections in Division 1 of these
Specifications.
SUBMITTALS
Comply with pertinent provisions of SSPWC 2003.
Product data: Within 35 Calendar Days after the Contractor has received the Agency'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.
QUALITY ASSURANCE .
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.
Mock-ups:
1. At an area on the site where approved by the Architect, provide mock-up glass unit masonry
panels.
a. Make each mock-up panel approximately 1.2 m (4'-0") high and 1.2 m (4'"'') long.
b. Provide one mock-up panel for each combination of glass masonry unit, bond pattern,
mortar color, and joint type used in the Work.
c. The mock-up panels may be part of the Work, and may be incorporated into the finished
Work, when so approved in advance by the Architect.
d. Revise as necessary to secure the Architect's approval.
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Glass Unit Masonry
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PART 2
2.0 1
A.
PART 3
3.01
A.
3.02
A.
B.
3.03
A.
2. If the mock-up panels are not permitted to be part of the finished Work, completely demolish
and remove them from the job site upon completion and acceptance of other work of this
Section.
PRODUCTS
GLASS MASONRY UNITS
Provide Pittsburgh-Corning "Vista Brick" glass masonry units in the dimensions and configurations
shown on the Drawings, complete with all required expansion strips, reinforcement, emulsions,
anchors, mortar, waterproofing, sealant, and other items and/or accessories needed for a complete
and proper installation.
EXECUTION
SURFACE CONDITIONS
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.
INSTALLATION
General
1. Do not commence installation of the work of this Section until horizontal and vertical
alignment of substrate is within 25 mm (1") of plumb and the lines shown on the Drawings.
2. Install the work of this Section in strict accordance with the manufacturer's recommendations as
approved by the Architect and with pertinent requirements of governmental agencies having
jurisdiction, anchoring all components firmly into position plumb, square, level, and true to line
and position.
3. Keep the walls continually clean, preventing stains. If stains do occur, clean immediately.
Do not use chipped or broken units. If such units are discovered in the finished wall, the Architect
may require their immediate removal and replacement with new units at no additional cost to the
Agency.
CLEANING
Inspection and adjustment:
1. Upon completion of the work of this Section, make a thorough inspection of installed masonry
and verify that units have been installed in accordance with the provisions of this Section.
2. Make necessary adjustments.
END OF SECTION
Glass Unit Masonry
04270-2
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SECTION 04430
SIMULATED STONE
PART 1
1.01
A.
B.
1.02
A.
B.
1.03
A.
B.
C.
GENERAL
SUMMARY
Provide simulated stone where indicated on the Drawings, as specified herein, and as needed for a
complete and proper installation.
Related work:
1. Documents affecting work of this Section include, but are not necessarily limited to, General
Conditions, Supplemental General Conditions, and Sections in Division 1 of these
Specifications.
SUBMITTALS
Comply with pertinent provisions of SSPWC 2003.
Within 35 Calendar Days after the Contractor has received the Agency's Notice to proceed, submit
qualifications of the proposed sub-contractor for review by the Architect.
QUALITY ASSURANCE
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.
Use a sub-contractor having not less than two years successful experience in installation of similar
products, as approved by the Architect.
Mock-ups:
1.
2.
3.
4.
5.
Prior to other work of this Section, prepare a sample panel of the work of this Section at a
location on the site where approved by the Architect.
Provide one mock-up panel for each combination of stone and mortar used in the Work.
Make each mock-up panel approximately .9 m x 1.2 m (3'-0" x 4'-0'').
Show method of bedding, grouting, cleaning, and other aspects of the work of this Section to
the quality specified.
Make necessary adjustments in the mock-up panels and secure the Architect's approval.
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Simulated Stone
04430-1
1.04
A.
PART 2
2.01
A.
B.
C.
D.
E.
F.
G.
2.02
A.
PART 3
3.01
A.
6. The mock-up panels, when approved by the Arclutect, will be used as datum points for
comparison with the remainder of the installation of the work of this Section for the purpose of
acceptance or rejection.
7. Upon approval of the Agency’s Designated Representative, the mock-up panels may be actual
portions of the finished work of this Section.
DELIVERY, STORAGE, AND HANDLING
Store the materials of this section off ground, and cover to protect from elements and adulterants.
PRODUCTS
MATERIALS
Simulated masonry: Provide cultured stone veneer and cultured stone veneer, comers as
manufactured by “Coronado Products.’’ Cultured stone shall be dry stacked Eastern Ledge in color
selected by the Agency’s Designated Representative.
Portland cement: Comply with ASTh4 C150, type 11, low alkali.
Sand: Comply with ASTM C144, with not less than 5% passing the No. 100 sieve.
Water: Clean, potable, and free from organic materials.
Hydrated lime: Comply with ASTM C207, type S, unless otherwise specifically approved by the
Agency’s Designated Representative.
Metal lath: Provide 1.5 kg (3.4 lb) self-furring metal lath secured with galvanized furring nails.
Building paper: Provide 6.78 kg (15 lb) waterproof felt under all metal lath, except the building
paper may be omitted from substrates of exterior portland cement plaster.
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 Agency’s Designated
Representative.
EXECUTION
SURFACE CONDITIONS
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.
Simulated Stone
04430-2
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3.02 SUBSTRATE PREPARATION
A. On unsealed and unpainted masonry and concrete substrata, mortar may be applied directly without
a setting bed.
B. On wood, gypsum board, and similar substrata, provide a setting bed consisting of the specified
building paper, metal lath, and a mixture of one part portland cement to three parts sand with 1/4 to
1/2 part lime, all solidly anchored to the structure as required by governmental agencies having
jurisdiction.
3.03 INSTALLATION
A. Mortar:
1. Provide a mortar as specified for setting bed above.
2. Mix with sufficient water to achieve a mortar which, when the first stone is applied, will
squeeze fmly out around all edges of the stone.
B. Spread the mortar on the back of the stone, or on an area of the wall approximately 600 sq mm (two
sq ft) in size, or on both.
1. If mortar is applied to the back of the stone, build a cone with the peak in approximately the
center.
2. Make sure that at least 13 mm (1/2") of mortar exists between stone and wall or setting bed.
Push the stone fmly into place on the wall, and wiggle the stone slightly to set the bond. Push
firmly enough that the mortar is squeezed out around the edges of the stone.
C.
D. General procedures:
1. Select stones by placing in their approximate arrangement on the floor or grade below the wall
surface to which they will be applied, generally in areas of at least 2.5 sq m (eight sq ft).
2. When applying comers, apply the comers first.
a.
b.
Select comer pieces of varying dimension.
Alternate the arrangement of "short side" and "long side" of comer pieces.
3. When applying stone pieces with job-cut edges, place cut edge down where below eye level
and up where above eye level.
4. Achieve uniform width of joints by chipping and cutting stones to fit.
a.
b.
In general, try to secure joints approximately 20 mm (3/4") in width.
Joints wider than 38 mm (1-1/2") or narrower than 13 mm (1/2") will not be acceptable.
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Simulated Stone
04430-3
5. Achieve a uniform pattern of placement, approximately balancing the number of small stones
and large stones throughout the exposed area, and approximately balancing the dispersement of
colors.
E. Tool the joints between stones to a dense, smooth surface which is completely weathertight and in a
uniform plane.
3.04 CLEANING
A. Upon completion of this portion of the Work, thoroughly hose down and clean all finished surfaces,
removing mortar, dirt, and other foreign matter from surfaces upon which they were not scheduled
to be applied.
END OF SECTION
Simulated Stone
04430-4
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SECTION 05 120
STRUCTURAL STEEL
PART 1
1.01
A.
B.
1.02
A.
B.
C.
D.
1.03
A.
B.
C.
D.
E.
1.04
A.
GENERAL
SCOPE OF WORK
Furnish all labor and materials required to install structural steel including bearing plates, columns,
beams and miscellaneous shapes and plates required to erect the structural framing as shown on the
Drawings and as specified herein.
Furnish all anchor bolts with templates to be installed under Section 05500. Furnish and install nuts
and washers for anchor bolts.
RELATED WORK
Grouting of baseplates is included in Section 03600.
Steel roof deck is included in Section 053 10.
Miscellaneous metals are included in Section 05500.
Field painting, except as specified herein, is included in Division 9.
SUBMITTALS
Submit to the Engineer, in accordance with SSPWC 2003, erection drawings, detailed shop
drawings, schedules and data for all structural steel. Approval will be for strength only and shall not
relieve the Contractor of responsibility for proper fit of members, of connections not detailed on the
Drawings, or for supplying all material required by the Contract Documents. Mark numbers painted
on the shop assembled pieces of steel shall be the same mark numbers used on the detailed shop and
erection drawings.
Certified mill test reports of the structural steel and the bolting materials.
Certifications that welders are qualified, in accordance with AWS D1.1 for each process, position,
and joint configuration, on the shop and field welding procedures to be used.
Written Welding Procedure Specifications (WPS’s) in accordance with AWS D1.1 for each different
welded joint proposed for use whether prequalified or qualified by testing.
Electrode manufacturer data.
REFERENCE STANDARDS
American Institute of Steel Construction (AISC)
1. AISC S302 - Code of Standard Practice for Steel Buildings and Bridges
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2. AISC S335 - Specification for Structural Steel Buildings Allowable Stress Design and Plastic
Design with Commentary.
3. AISC M016 - Manual of Steel Construction Allowable Stress Design.
B. American Society for Testing and Materials (ASTM)
1. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-coated,
Welded and Seamless
2. ASTM A123 - Standard Specification for Zinc (Hot-Dipped Galvanized) Coatings on Iron and
Steel Products
3. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
4. ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile
Strength
5. ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi
Minimum Tensile Strength
6. ASTM A490 - Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi
Minimum Tensile Strength
7. ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes
8. ASTM A992 - Standard Specification for Structural Steel Shapes.
9. ASTM B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and
Steel.
C. American Welding Society (AWS)
1.
2.
AWS A5.1 - Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding.
AWS D1.l - Structural Welding Code Steel,
D. Research Council on Structural Connections of the Engineering Foundation (RCSCEF)
1. Specification for Structural Joints using ASTM A325 or ASTM A490 Bolts.
E. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
1.05 QUALITY ASSURANCE
A. Structural steel shall be in accordance with the AISC Standard for Structural Steel Buildings -
Allowable Stress Design and Plastic Design and the Code of Standard Practice for Steel Buildings
and Bridges, unless otherwise specified herein.
Structural Steel
051 20-2
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B. Welding shall be done by certified welders and shall be in accordance with AWS D 1.1 unless
otherwise specified herein or in the AISC Standard.
1. WPS’s for each joint type shall indicate proper AWS qualification and be available where
welding is performed.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials promptly so as to cause no delay with other parts of the work.
B. Store materials on skids and not on the ground. Pile and block materials so that they will not
become bent or otherwise damaged. Do not allow metals to stain concrete.
C. Handle materials with cranes or derricks as far as practicable. Do not dump steel off cars or trucks
nor handle in any other manner likely to cause damage.
PART 2 PRODUCTS
2.01 MATERIALS
A. Structural shapes, plates, rods and bars unless otherwise noted: ASTM A992.
B. Structural tube: ASTM A500, Grade B.
C. Structural pipe: ASTM A53, Type S, Grade B.
D. Welding electrodes: AWS A5.1, E70XX.
E. High strength steel bolts, nuts and washers: ASTM A325 unless noted otherwise. When galvanized
material is to be connected, use ASTM A325, mechanically galvanized to ASTM B695, Class 50,
Type 11.
F. Anchor bolts: ASTM A307.
G. Shop primer: As specified in Section 09900.
H. Galvanizing: Zinc with 0.05 percent (minimum) nickel added.
I. Galvanized surface primer: 95 percent zinc dust, organic vehicle primer.
2.02 FABRICATION
A. Match-mark materials for field assembly. Ream unmatched holes in shop assembly of field
connections. Reject and replace with new pieces any piece weakened by reaming to a point where
the strength of the joint is impaired.
B. Welding of parts shall be done only where shown on the Drawings or specified herein and by
welders and welding operators qualified for the procedures used.
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Structural Steel
051 20-3
2.03
A.
B.
PART 3
3.01
A.
B.
C.
D.
E.
F.
G.
H.
3.02
A.
B.
SURFACE PREPARATION AND SHOP COATINGS
Prepare and shop prime paint non-galvanized members as specified in Section 09900. Do not prime
paint faying surfaces of slip critical connections.
Galvanize members and their attachments exposed in whole or part to the weather. Galvanize other
members as indicated on the Drawings. Galvanizing shall be done after fabrication and in
accordance with ASTM A123. Hardware galvanizing shall be in accordance with ASTM A1 53.
Thoroughly clean, pickle, flux and immerse members in bath of molten zinc until their temperature
becomes the same as the bath. Coating shall be 2-02 per sq ft.
EXECUTION
INSTALLATION
Furnish and install temporary bracing to provide stability during erection and to prevent distortion or
damage to the framing due to wind, seismic, or erection forces. Remove temporary bracing when
erection is complete.
Use dnft pins only to bring members into position and not to enlarge or distort holes.
Make all steel-to-steel connections by high strength bolting except where field welding is shown or
specified. Provide not less than two Ya-in bolts per connection and use not less than %-in thick clip
angles or plates.
Tighten bolted connections designated as bearing-type conhections to the snug tight condition.
Tighten all other bolted connections to full pretension by turn-of-nut or calibrated wrench tightening.
Field welding shall be done only where shown or specified and only by welders qualified for the
procedures used. Weld only in accordance with approved WPS’s, which are to be available to
welders and inspectors during the production process. No welding shall be done when surfaces are
wet, exposed to rain or wind, or when welders are exposed to inclement conditions that will hamper
good work.
Each bolting crew and welder shall be assigned an identification mark. This mark shall be made at
each completed connection with a paint stick.
After erection, prime paint abrasions, field welds and unprimed surfaces, using shop primer except
surfaces designated to be unpainted or surfaces in contact with concrete.
After erection, prime paint abrasions, field welds, on galvanized surfaces with galvanized surface
primer.
FIELD TESTING
All field-testing and inspection services required shall be provided by the Agency.
Allow the Engineer free access to the work. Notify the Engneer in writing 4 working days in
advance of high strength bolting or field welding operations.
Structural Steel
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__I__.
C. High strength bolting will be inspected visually. All high strength bolts shall have the turned portion
marked with reference to the steel being connected after the nut has been made snug and prior to
final tightening. Retighten rejected bolts or remove and provide new bolts. In cases of disputed bolt
installations, the bolts in question shall be checked using a calibrated wrench certified by an
independent testing laboratory approved by the Engineer. The certification shall be at the
Contractor's expense.
D. Field welding will be inspected visually and by non-destructive testing by AWS certified welding
inspectors provided by the Agency at the Agency's option. Testing procedures will include
ultrasonic testing. Comply with all requests of inspectors to correct deficiencies.
E. The fact that steel work has been accepted at the shop and mill will not prevent its final rejection at
the site, before or after erection, if it is found to be defective.
F. Remove rejected steel work from the site within 10 working days after notification of rejection.
END OF SECTION
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Structural Steel
05120-5
Structural Steel
051 20-6
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SECTION 053 10
STEEL ROOF DECK
PART 1
1.01
A.
1.02
A.
B.
C.
D.
1.03
A.
B.
C.
D.
E.
GENERAL
SCOPE OF WORK
Furnish all labor, materials, equipment and incidentals required and install steel roof deck complete
as shown on the Drawings and as specified herein.
RELATED WORK
Structural steel is included in Section 05 120.
Miscellaneous metals are included in Section 05500.
Roofing, flashing and insulation are included in Division 7
Field painting, except as specified herein, is included in Division 9.
SUBMITTALS
Submit to the Engmeer, in accordance with SSPWC 2003, shop drawings and product data,
showing:
1. Location and size of all members, including the projections and openings.
2. Materials, finishes and details of construction of all members.
3. Manufacturer’s load table including design thickness in inches, section properties, gravity load
carrying capability at the span used, diaphragm shear capacity and ICBO Evaluation Service Inc.
report.
4. Fastener types and layout patterns.
5. Erection marks. Mark each bundle to correspond to the shop drawings.
Certification from the Steel Deck Institute (SDI) that the steel roof deck is designed in accordance
with SDI standards.
Certification for welders.
Written Welding Procedure Specifications (WPS’s) in accordance with AWS D1.3 and SDI
requirements for each different welded joint proposed for use whether prequalified or qualified by
testing.
Electrode manufacturer’s data.
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1.04 REFERENCE STANDARDS
A. Steel Deck Institute (SDI)
1. SDI Specifications and Commentary for Steel Roof Deck.
B. American Society for Testing and Materials (ASTM)
1. ASTM A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron
Alloy-Coated (Galvannealed) by the Hot-Dip Process.
2. ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip
Galvanized Coatings.
3. ASTM A924 - Standard Specification for General Requirements for Steel Sheet, Metallic-
Coated by the Hot-Dip Process.
C. American Iron and Steel Institute (AISI)
1. AISI SG-673 - Cold-Formed Steel Design Manual.
D. American Welding Society (AWS)
1. ANSYAWS D1.3 - Specification for Welding Sheet Steel in Structures.
E. International Conference of Building Officials (ICBO):
1. Evaluation Report 2078P.
F. Where reference is made to one of the above standards, the revision in effect at the time of Bid
opening shall apply.
1.05 QUALITY ASSURANCE
A. Steel roof deck shall conform to the requirements of the SDI standard for Steel Roof Deck.
B. Field welding shall be done by certified welders and shall be in accordance with the AISVAWS
D 1.3 Specification.
1. Qualify welders in accordance with AWS D 1.3 for each process, position, and joint
configuration.
2. WS’s for each joint type shall indicate proper AWS qualification and be available where
welding is performed.
1.06 COORDINATION
A. Coordinate size and location of openings for HVAC, and hatch penetrations with approved curb and
equipment details.
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B. Coordinate size, location, and details of all penetrations with the Drawings, other trades and details
of approved equipment.
C. Provide headers and stiffeners and miscellaneous framing for all penetrations as shown on the
Drawings.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Delivery, storage, and handling shall be in accordance with Section 0 16 10.
B. Handle material with cranes and derricks. Do not dump materials off cars or trucks, or handle in any
way likely to cause damage.
C. Store materials off the ground with one end elevated to provide drainage. Protect from the elements
with a waterproof covering, ventilated to avoid condensation.
D. Damaged materials shall not be incorporated in the work. Remove and replace with new undamaged
materials at no additional cost to the Agency.
1.08 PROJECT/SITE REQUIREMENTS
A. Bring inaccuracies in alignment or level of structural steel to the attention of the Engineer in writing
and correct before the deck is placed.
1.09 DEFINITIONS
A. Transverse supports - supports which are perpendicular to the direction of the deck ribs.
B. Longitudinal support - supports which are parallel to the direction of the deck ribs.
PART 2 PRODUCTS
2.01 MATERIALS
A. Steel roof deck shall be 1-1/2-in rib depth. Deck sheets shall be 36-in wide with interlocking side
laps formed with standing seam allowing top or side seam weld. Gauge shall be as shown on the
Drawings. A shear restraining stiffener matching the profile of the deck shall be welded to the deck
where shown on the Drawings. Steel deck with shear restraining stiffener shall be Type HSB-36
with ShearTranz I1 as manufactured by Verco Manufacturing Company or equal. For deck to be
equal, the deck gage, fastening pattern to supports, and side lap connections must be sufficient to
provide the diaphragm shears published in ICBO evaluation report 2078P for the above deck
specified using the spans, welding pattern, and type and spacing of side lap connections shown on
the Drawings. An ICBO evaluation report will be required to substantiate all values.
B. Steel roof deck and accessories shall be manufactured from steel conforming to ASTM A653SS,
Grade 33, minimum yeld strength of 38 hi.
C. Steel deck and accessories shall be galvanized in accordance with ASTM A653, coating designation
G60.
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D. The galvanized deck sheets shall receive an acrylic primer applied by the roller coat process. The
coating shall have a nominal dry film thickness of 0.3 mil, shall be gray in color and shall be oven
cured.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install steel roof deck and shear restraining stiffener as shown on the Drawings, in accordance with
manufacturer’s instructions and in accordance with approved shop drawings. Where possible, extend
deck sheets over a minimum of three spans.
B. End laps of steel roof deck shall be at least 2-in long and shall occur over transverse supporting
members.
C. Fasten steel roof deck to all interior and exterior transverse supports and at side laps and longitudinal
supports. Deck fasteners and fastener spacings shall be as indicated on the Roof Framing Drawing.
Maintain contact between deck sheets and deck sheets and steel supports while fastening steel roof
deck to reduce burn holes at welded connections.
D.
E. Welds to supporting members at end laps and side laps shall go through both sheets and fuse
properly to the supporting steel. Weld only in accordance with approved WS’s which are to be
available to welders and inspectors during the production process.
F. Coordinate size, location and details of all penetration with the Drawings, other trades and details of
approved equipment. Pipe and conduit openings in the steel roof deck shall be reinforced as shown
on the Drawings.
1. Cutting and Fittings
a. Cut and fit steel roof deck units and accessories around projections through steel roof deck.
b. Make cuts neat, square and trim.
c. Cut openings in steel roof deck true to dimensions using metal saws, or drills.
d. Do not use cutting torches.
e. Openings greater than 8-in and less than 18-in in greatest dimension shall be reinforced as
shown on the Drawings
G. Weld closure strips, eave plates, ridge plates, and butt plates directly to steel deck to provide a
finished surface.
1. Ridge Plates and Butt Plates
a.
b.
Weld to top surface of steel roof deck at no more than 12-in on center.
Lap end joints not less than 3-in.
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2. Closure Strips and Eave Plates
a. Install closure strips at all open uncovered ends and edges of steel roof deck and in voids
between deck and other construction.
b. Weld to top surface of steel roof deck at not more than 12-in on center and into position to
provide complete deck installation for support of roof insulation.
H. Suspended ceilings, light fixtures, ducts, piping, conduits or other utilities shall not be attached to
steel roof deck.
I. Do not use deck for storage or work platforms until permanently secured into position.
J. Construction loads must not exceed safe capacity of deck.
3.03 FIELD PAINTING
A. Touch-Up Field Painting
1. Clean thoroughly and touch-up all steel surfaces which have become abraded or where
galvanizing has been damaged due to welding andor erection procedures.
2. Paint shall be approved 95 percent zinc dust, organic vehicle primer compatible with the
galvanized surfaces. Conduct all repairs of galvanizing in accordance with ASTM A780.
3.04 INSPECTION
A. Field welding will be inspected visually and by non-destructive testing by AWS certified welding
inspectors provided by the Agency at the Agency’s option.
B. The Engmeer and the certified welding inspector will inspect steel roof deck in the field for
compliance with the requirements specified herein and the approved shop drawings. The Engineer
and the certified welding inspector may reject or require repair or refabrication of any steel roof deck
or accessories not meeting these requirements.
END OF SECTION
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SECTION 05500
MISCELLANEOUS METALS
PART 1
1.01
A.
B.
1.02
A.
B.
1.03
A.
B.
C.
GENERAL
SUMMARY OF SECTION
Furnish all labor, materials, equipment and incidentals required to complete and install fabricated
metal items. Furnish all supplementary items necessary for their proper installation.
Check Drawings carefully and furnish all anchors, sleeves, bolts, brackets, clips, inserts, angles,
loose lintels, tubing, bar stock, plates and other miscellaneous metal not distinctly specified under
other sections but necessary to complete the Work.
RELATED WORK
Metal concrete accessories are included in Section 03250.
Anchor bolts for equipment are included in Section 01 172.
REFERENCE STANDARDS
Aluminum Association (AA)
1. ASD- 1 Aluminum Standards and Data.
2. Specifications for Aluminum Structures.
American Institute of Steel Construction (AISC)
1. Steel Construction Manual, Ninth Edition.
2. Manual of Steel Construction - Load & Resistance Factor Design, Second Edition.
American Society for Testing & Materials (ASTM)
1.
2.
3.
4.
5.
ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated
Welded and Seamless.
ASTM A108 - Standard Specification for Steel Bars, Carbon, Cold Finished, Standard Quality.
ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel
Products.
ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
ASTM A167 - Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel
Plate, Sheet and Strip.
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6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
ASTM A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for
High-Temperature Services.
ASTM A276 - Standard Specification for Stainless Steel Bars and Shapes.
ASTM A283 - Standard Specification for Low and Intermediate Tensile Strength Carbon Steel
Plates.
ASTM A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile
Strength.
ASTM A312 - Standard Specification for Seamless and Welded Austenitic Stainless Steel Pipes.
ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi
Minimum Tensile Strength.
ASTM A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes.
ASTM A563 - Standard Specification for Carbon and Alloy Steel Nuts.
ASTM A992 - Standard Specification for Structural Steel Shapes.
ASTM A1008 - Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-
Strength Low Alloy and High-Strength Low-Alloy with Improved Formability.
16. ASTM B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and
Steel.
17. ASTM F436 - Standard Specification for Hardened Steel Washers.
18. ASTM F594 - Standard Specification for Stainless Steel Nuts.
American National Standards Institute (ANSI)
1. ANSI B18.22.1 -Lock Washers.
D.
E. American Welding Society (AWS)
1. AWS D1.l Structural Welding Code - Steel.
2. AWS D1.2 Structural Welding Code - Aluminum.
3. AWS A2.0 Standard Welding Symbols.
Steel Structures Painting Council (SSPC)
1. SSPC SP-1 - Surface Preparation Specification No. 1 "Solvent Cleaning".
2. SSPC SP-2 - Surface Preparation Specification No.2 "Hand Tool Cleaning".
3. SSPC SP-3 - Surface Preparation Specification No.3 "Power Tool Cleaning".
4. SSPC SP-6 - Surface Preparation Specification No.6 "Commercial Blast Cleaning".
5. SSPC SP-10 - Surface Preparation Specification No.10 "Near-White Blast Cleaning".
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G. Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
1.04 SUBMITTALS
A. Prior to fabrication, submit shop drawings, erection or setting drawings, product data, etc., in
accordance with SSPWC 2003, showing methods of assembly, anchorage and connection to other
members. Indicate welded connections in accordance with AWS A2.0. Shop drawings will be
required for all items included under this Section.
B. Submit samples as requested by the Engineer during the course of construction.
1.05 QUALlTY ASSURANCE
A. Coordinate completely the Work of this Section with the Work of other Sections. Verify at the site
both the dimensions and Work of other trades adjoining items of work in this Section before
fabrication and installation of the items specified.
B. Furnish to the pertinent trades all items included under this Section that are to be built into the Work
of other Sections.
1.06 DELIVERY, STORAGE AND HANDLING
A. Deliver items to be incorporated into the work of other trades in sufficient time to be checked prior
to installation. Refer to Section 01610 for additional requirements.
B. Deliver anchorage devices with setting drawings, templates and instructions for installation.
C. Store delivered items off the ground and protected from dirt and weather.
D. Repair items which have become damaged or corroded to the satisfaction of the Engineer prior to
incorporating them into the Work.
PART 2 PRODUCTS
2.01 STEEL FABRICATJONS
A. Materials
1. Structural steel shapes, plates, bars and rods: ASTM A992, Grade 50.
2. Steel plates - bent or cold-formed: ASTM A283, Grade C.
3. Welded and seamless rectangular steel tubing: ASTM A500, Grade B.
4. Carbon steel bolts, studs, nuts and washers: ASTM A307.
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5. High strength bolts, studs, nuts and washers for structural steel:
- Elevated temperature exposures: ASTM A325-Type I
- General application: ASTM A325-Type I or II
Exterior application: ASTM A325 Mechanically Galvanized per ASTM B695, Class 50,
Type II
6. Headed Anchor Studs: Nelson Type H4L or S3L by Nelson Stud Welding Company, or equal.
7. Welding Materials AWS Dl. 1.
8. Galvanizing
a. general: ASTM A123.
b. hardware: ASTM A153.
c. assembled steel products: ASTM A123.
9. Shop and Touch-up Primer: SSPC Paint 15 Type I red oxide.
B . Fabrication
1. See general fabrication requirements in Paragraph 2.05.
2. Fabricate miscellaneous steel in accordance with the Drawings. Fabrications include: beams,
angles, support brackets, splice plates, anchor bolts and any other miscellaneous steel called for
on the Drawings and not otherwise specified.
3. Thoroughly clean steel fabrications of all loose mill scale, rust, grease or oil, moisture, dirt, or
other foreign matter and finish in compliance with Paragraph 2.01.C.
C. Finishes
1. Items in areas which are not exposed to weather or moisture, shall have exposed surfaces painted
with a shop coat of primer compatible with the finish coatings specified in Division 9, after
fabrication but before shipping. Apply two shop coats of primer to surfaces that will be
inaccessible after erection.
a. Remove scale, rust, and other deleterious material before shop coat of paint is applied.
Clean off heavy rust and loose mill scale in accordance with SSPC-2, SSPC-3 or SSPC-6.
Remove oil, grease and similar contaminants in accordance with SSPC SP-1.
b. Immediately after surface preparation, brush or spray on metal primer paint, applied in
accordance with manufacturer's instructions and at rate to provide a uniform dry film
thickness of 3.0 mils per coat applied. Use painting methods which will result in full
coverage of joints, comer, edges and all exposed surfaces.
c. As soon as possible after erection, touch up any scraped, abraded or unpainted surfaces
using primer as specified for shop coats.
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2. Items exposed to weather shall be hot dip galvanized after fabrication unless otherwise noted on
the Drawings or specified.
a. Following all manufacturing operations, items to be galvanized shall be thoroughly
cleaned, pickled, fluxed and completely immersed in a bath of molten zinc. The resulting
coating shall be adherent and shall be the normal coating to be obtained by immersing the
items in a bath of molten zinc and allowing them to remain in the batch until their
temperature becomes the same as the bath. Coating shall be not less than 2 ounces per
square foot of surface.
b. Where field welding of galvanized material is necessary, welds shall be wire brushed clean
and immediately regalvanized in the field using galvanizing compound or coating.
Materials shall comply with local regulations controlling use of volatile organic
compounds.
2.02 STAINLESS STEEL FABRICATIONS
A. Materials
1. Plates, sheets and structural shapes: - - exterior, submerged or industrial use ASTM A167, Type 316.
interior and architectural use ASTM A167, Type 304.
2. Pipes: ASTMA312.
3. Bolts, nuts and washers: ASTM A276, Type 316 or Type 304.
B. Fabrication
1. See general fabrication requirements in Paragraph 2.05.
2.03 ALUMINUM FABRICATIONS
A. Aluminum Framing & Fabrications
1. Materials
a.
b.
c.
Aluminum structural shapes and plates: Alloy 606 1 -T6.
Extruded aluminum pipe: Alloy 6063-T6.
Fasteners: Stainless Steel ASTM A276, Type 316 or Type 304.
2. Fabrication
a. See general fabrication requirements in Paragraph 2.05.
b. Fabricate miscellaneous aluminum shapes and plates as shown. Furnish welded and
mitered angle frames and other fabrications complete with welded anchors attached.
Furnish all miscellaneous aluminum shown but not otherwise detailed. Structural shapes
and extruded items shall comply with the dimensions on the Drawings within the tolerances
published by the Aluminum Association.
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c. Weld aluminum work on the unexposed side when possible in order to prevent pitting or
discoloration of exposed aluminum surfaces.
3. Finishes
a. All exposed aluminum surfaces shall have fabricator's standard mill finish unless otherwise
specified. Apply a coat of methacrylate lacquer to all aluminum before shipment.
2.04 ANCHORS, BOLTS, AND FASTENING DEVICES
A. Furnish anchors, bolts, fasteners, etc, as necessary for installation of the Work of this Section or for
securing the Work of other Sections to in-place construction.
B. The bolts used to attach the various members to the anchors shall be the sizes shown or required.
Attach 316 stainless steel to concrete by means of stainless steel machine bolts. Bolts and nuts shall
be hexagon type.
C. For structural purposes, unless otherwise noted, drilled-in concrete anchors shall be adhesive
capsule, adhesive or expansion type anchor bolts. Drilled-in anchors shall have ICBO certified
permissible values.
1. Adhesive Anchors shall be a two-par& stud and cartridge resin anchoring system. Stud
assemblies shall be as indicated on the Drawings and shall include all-thread anchor rod with nut
and washer, or deformed reinforcing steel complying with the requirements of Section 03200.
Provide manufacturer's recommended drive units and adaptors for installing studs. Install
anchors in full compliance with the manufacturer's recommendations. Adhesive anchors shall be
Hilti HIT HY-150 systems by Hilti, Inc., Tulsa, OK; Anchor-it Fastening Systems by Adhesives
Technology Corporation, Kent, WA; Epcon System by ITW Ramsetflied Head, Wooddale, IL,
or equal.
2. Expansion Anchors shall be wedge type anchors of the sizes noted on the Drawings complete
with nuts and washers. Unless otherwise noted, provide zinc plated carbon steel anchors.
Stainless steel anchors, where required shall be all AIS1 Type 316 construction. When the
length or embedment of the bolt is not noted on the Drawings, provide length sufficient to place
the wedge and expansion sleeve portion of the bolt at least one inch behind the reinforcing steel
within the concrete.
a. Acceptable Manufactures: Hilti: "Kwik-Bolt II", ITW Ramsetflied Head: "Trubolt
Wedge" or equal.
2.05 FABRICATION - GENERAL
A. Form all miscellaneous metal work true to detail, with clean, straight, sharply defined profiles, and
smooth surfaces of uniform color and texture. Provide fabrications free from defects impairing
strength or durability. Drill or punch holes and smooth edges. Ease exposed edges to a small,
uniform radius. Fabricate supplementary pieces necessary to complete each item though such pieces
are not definitely shown or specified.
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B. Supply components required for anchorage of fabrications. Connections and accessories shall be of
sufficient strength to safely withstand stresses and strains to which they will be subjected. Steel
accessories and connections to steel or cast iron shall be steel, unless otherwise specified. Threaded
connections shall be made so that the threads are concealed by fitting.
C. Welded joints shall be rigid and continuously welded or spot welded as specified or shown. Dress
the face of welds flush and smooth. Continuously weld and grind smooth welds that will be exposed.
Exposed joints shall be close fitting and jointed where least conspicuous. Conceal fastenings where
practical. Punch or drill for temporary field connections and for attachment of the Work of other
trades.
D. Welding of parts shall be in compliance with the latest edition of the AWS structural welding code
for steel (D1.1) or aluminum (D1.2) as appropriate, and shall only be done where shown, specified,
or permitted by the Engineer. Welding shall be performed only by welders certified to perform the
required welding in compliance with the requirements of the AWS Code. Component parts of built-
up members to be welded shall be adequately supported and clamped or held by other adequate
means to hold the parts in proper relation for welding.
E. Castings shall be of good quality, strong, tough, even-grained, smooth, free from scale, lumps,
blisters, sand holes and defects of any kind which render them unfit for the service for which they
are intended. Thoroughly clean castings. Castings may be subjected to a hammer inspection in the
field by the Engineer. All finished surfaces shown on the Drawings and/or specified shall be
machined to a true plan surface allowing pieces to seat at all points without rocking. Make
allowances in the patterns so that thicknesses specified or shown will not be reduced in obtaining
finished surfaces. Castings will not be acceptable if the actual weight is less than 95 percent of the
theoretical weight computed from the dimensions shown. Provide facilities for weighing castings in
the presence of the Engineer and show true weights, certitied by the supplier.
Shop painting will not be required for galvanized metal, stainless steel, aluminum, copper, brass and
bronze unless specifically specified.
F.
2.06 ALUMINUM VALVE VAULT HATCH
A. The access hatch shall be cast into the valve vault slab flush with the surface. Overall hatch size
shall be as shown on the Drawings. Hatch openings shall be suitably sized for the removal of the
valves shown on the Drawings. Hatch shall be of aluminum fabrication, designed for H-20 loading.
Hatch shall be equipped with diamond pattern cover plate, channel frame complete with anchor
flange, pintel hinges, at least two spring operators, automatic hold open arm and release handle,
removable key wrench and slam-lock and flush grip handle. Cover plate and channel frame shall be
at least %-in thick. Hardware shall be stainless steel throughout. Aluminum components shall be
mill finished with bituminous coating on the exterior of the frame. Hatch shall have recessed
padlock hasp. Hatch shall be provided complete with heavy-duty padlock with stainless steel core
keyed to Agency’s master system. Six master keys shall be provided. Hatch shall be Bilco JD-AL
H20. No substitutions will be allowed.
2.07 SPILL CONTAINMENT AREA DRAIN INLET FRAME AND GRATE
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A.
PART 3
3.01
A.
B.
C.
D.
E.
F.
G.
3.02
A.
3.03
Frame and grate for spill containment area drain inlet shall be suitable for H-20 traffic loading and
hot-dip galvanized after fabrication. Frame and grate shall be Santa Rosa Model lL, Welded Steel;
Christy U32-7lRLD or U32-71RHD; Riveted steel, or equal.
EXECUTION
INSTALLATION - GENERAL
Install all items furnished except items to be embedded in concrete which shall be installed under
Division 3. Items to be attached to concrete after such work is completed shall be installed in
compliance with the details shown. Furnish to appropriate trades all anchors, sockets, or fastenings
required for securing work to other construction.
Set metal work level, true to line and plumb as indicated.
Weld field connections and grind smooth where practicable. Clean and strip primed, steel items to
bare metal where site welding is required. Conceal fastenings where practicable.
Secure metal to wood with lag screws, of adequate size, with appropriate washers.
Touch-up abrasions to finish or primer coatings immediately after erection and prior to both final
coating and final acceptance.
Break contact between dissimilar metals as shown on the Drawings or as specified in Paragraph
3.01G.
Field-apply coatings for installation of metal fabrications according to the following schedule. (For
embedded items, coat the embed.)
1. All steel surfaces in contact with exposed concrete shall receive a protective coating of an
approved heavy bitumastic troweling mastic applied in compliance with the manufacturer's
instructions prior to. installation.
2. Where aluminum contacts a dissimilar metal, apply a heavy brush'coat of zinc-chromate primer
followed by two coats of aluminum metal and masonry paint to the dissimilar metal.
3. Where aluminum contacts concrete, apply a heavy coat of zinc chromate primer to the surface of
the aluminum.
4. Where aluminum contacts wood, apply two coats of aluminum metal and masonry paint to the
wood.
INSTALLATION OF CAST-IN-PLACE ANCHOR BOLTS
After anchor bolts have been embedded, their threads shall be protected by grease and the nuts run
on.
INSTALLATION OF ADHESIVE AND EXPANSION ANCHOR BOLTS
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A.
3.04
A.
3.05
A.
3.06
A.
Install adhesive and expansion anchors only at locations shown on the Drawings. Installation of
adhesive, capsule and expansion anchors shall comply with the following:
1. Use shall be limited to applications where exposure to fire or exposure to concrete or rod
temperature above 120 degrees F is not indicated. Overhead applications (such as pipe supports)
shall not be allowed.
2. Anchor diameter and grade of steel shall comply with equipment supplier specifications.
Anchor shall be threaded or deformed full length of embedment and shall be free of rust, scale,
grease, and oils.
3. Adhesive capsules of different diameters may be used to obtain proper volume for the
embedment, but no more than two capsules per anchor may be used. When installing different
diameter capsules in the same hole, the larger diameter capsule shall be installed first. Any
extension or protrusion of the capsule from the hole is prohibited.
4. Holes shall have rough surfaces, such as can be achieved using a rotary percussion drill.
5. Holes shall be blown clean with compressed air and be free of dust or standing water prior to
installation.
6. Anchor shall be left undisturbed and unloaded for full adhesive curing period.
7. Adhesive anchors used in structural applications shall be subject to special inspection.
INSTALLATION OF ADHESIVE ANCHOR BOLTS
Installation of adhesive and capsule anchors shall comply with the following:
1. Use shall be limited to locations where exposure to acid concentrations higher than 10 percent,
to chlorine gas, or to machine or diesel oils, is not indicated.
2. All installation recommendations by the anchor system manufacturer shall be followed carefully,
including maximum hole diameter.
3. Concrete temperature (not air temperature) shall be compatible with curing requirements
recommended by adhesive manufacturer. Anchors shall not be placed in concrete below 25
degrees F.
INSTALLATION OF SEAT ANGLES, SUPPORTS AND GUIDES
Seat angles shall be set flush with the floor.
INSTALLATION OF POWER DRIVEN PINS:
Power-driven pins shall be installed by a craftsman who is certified by the manufacturer as being
qualified to install the manufacturer's pins. Pins shall be driven in one initial movement by an
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I____ -~..
Miscellaneous Metals
05500-9
instantaneous force that has been carefully selected to attain the required penetration. Driven pins
shall conform to the following requirements where “D” = Pin’s shank diameter:
Material
Penetrated by
Pin
Concrete
Steel
Minimum Space
Material’s Pin’s Shank from Pin’s CL to Penetration in Minimum Edge of Supporting Spacing Thickness Penetrated Material Material
Minimum Pin
16D 6D minimum 14D 20D
1 l4-inch Steel thickness 4D 7D
3.07
A.
B.
3.08
A.
INSTALLATION OF HATCHES
Install hatches in compliance with manufacturer’s shop drawings and detailed instructions. Verify
opening direction and frame drainage locations( s).
Install hatches true to line and grade(s) and flush with adjacent finish surfaces.
INSTALLATION OF DRILLED ANCHORS
Drilled anchors shall be installed in strict accordance with the manufacturer’s instructions. Holes
shall be roughened with a brush on a power drill, cleaned and dry. Drilled anchors shall not be
installed until the concrete has reached the indicated 28day compressive strength. Adhesive
anchors shall not be loaded until the adhesive has reached its indicated strength in accordance with
the manufacturer’s instructions.
Miscellaneous Metals
05500- 1 0
END OF SECTION
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SECTION 066 10
FIBERGLASS REINFORCED PLASTIC COMPONETS
PART 1
1.01
A.
1.02
A.
B.
1.03
A.
B.
GENERAL
SCOPE OF WORK
Furnish all labor, materials, equipment and incidentals required and install fiberglass reinforced
plastic (FRP) Gutter and Leader System, grating and structural support system and bathroom
wainscot as shown on the Drawings and specified within.
SUBMITTALS
Submit, in accordance with SSPWC 2003, complete shop drawings showing materials, properties
and details of fabrication, construction and installation items under this Section. Submittals shall
include the following:
1. Two sets of samples for review in representative sizes as acceptable. Samples shall be
representative of construction, workmanship, appearance and surface finish of the manufactured
items which are proposed. Samples shall be from plant production. Resubmit until accepted.
2. The grating manufacturer shall design grating and structural support systems for the loads
specified herein and per the 1997 Edition of the Uniform Building Code. Complete design
calculations and structural drawings for the structural support systems stamped by a Professional
Civil Engineer regstered in the State of California shall be submitted to the Agency.
3. Certified test data based on tests of actual production samples which demonstrate that the
products conforms to the stress and deflection requirements specified herein.
The Engineer may reject any item which does not meet the standards of the representative tested or
submitted samples.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1. ASTM D349 - Standard Test Methods for Laminated Round Rods Used for Electrical
Insulation.
2. ASTM D638 - Standard Test Method for Tensile Properties of Plastics.
3. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials.
4. ASTM D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of
Plastics by Displacement.
American Iron and Steel Institute (AN)
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Fiberglass Reinforced
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066 10-1
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C.
D.
C.
1.05
A.
B.
C.
1.06
A.
B.
C.
PART 2
2.01
A.
Occupational Safety and Health Standards (OSHA)
1. Code of Federal Regulations, 29 CFR Part 1910.
International Conference of Building Officials (ICBO)
1. Uniform Building Code, 1997 Edition
Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
QUALITY ASSURANCE
The fiberglass reinforced plastic components manufacturers shall be experienced in the manufacture
of items of similar size and quality and shall present proof as required of successful installations
involving the items under similar conditions to this project.
The work of this Section shall be completely coordinated with the work of other Sections. Verify at
the site both the dimensions and work of other trades adjoining items of work in this Section before
fabrication and installation of items herein specified.
Furnish to the pertinent trades all items included under this Section that are to be built into the work
of other sections.
DESIGN CRITERIA
The design of FRP products shall be in accordance with OSHA guidelines, ASTM procedures, and
generally accepted structural design and construction practice. All FRP support framing shall
comply with the 1997 Edition of the Uniform Building Code.
The design of FRP products shall be the responsibility of the manufacturer and shall be acceptable to
the Agency.
Specific design criteria for individual components and structures shall be in accordance with OSHA
29 CFR 19 10 Subpart D and as follows:
1. Grating shall be suitable for a concentrated load of 800 lbs applied over a 12-inch by l-inch area
at the midpoint of the spans, or a 100 psf uniform load with 1 percent deflection.
PRODUCTS
MATERIALS AND PROPERTIES
Minimum physical properties for pultruded structural FRP shapes and plates shall be as follows:
1. Tensile Strength (coupon) 206,200 KN/sq. m (30,000 psi) - ASTM D638
2. Tensile Strength (full section in bending) 137,800 kN/sq. m at 24 degrees C (20,000 psi at 75
degrees F)
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3. Modulus of Elasticity 1.58 x 107 kN/sq. m at 24 degrees C (2.3 x 106 psi at 75 degrees F) 1.24
x 107 kN/sq. mat 52 degrees C (1.8 x 106 psi at 125 degrees F) - ASTM D790
4. Barcol Hardness - 50
5. Water Absorption - 0.75 percent (by weight) - ASTM D349
6. Specific Gravity - 1.66 - ASTM D792
B. Provide compatible and equally resistant resin as acceptable for shop and field sealing of cut edges.
C. FRP components shall have integral colors acceptable to the Agency selected from standard resin
colors.
D. Stainless Steel
1. Shapes - AIS1 Type 304
2. Fasteners and components - Type 18-8.
2.02 GUTTER AND LEADER SYSTEM
A. Resin for FRP gutter and leader components shall be an acceptable polyester, integrally resistant
without applied coatings to ultra-violet radiation; to high concentrations of hydrogen sulfide gas, its
solutions and associated compounds at the project site. System shall be CSM pultruded FRP gutter
System.620 as manufactured by CSM Metal Mart 8660 Lambright Street Houston TX 97075 -
71 3.991.2202.
2.03 FRP SHAPES, PLATES AND GRATING
A. Resin for FRP structural components shall be a premium performance vinyl ester with a tested flame
spread rating of 25 OT less, integrally resistant without applied coatings to ultra-violet radiation. All
FRP products used shall be suitable for continuous exposure to the chemical used in the particular
area as shown on the Drawings. Pultruded FRP shall be as manufactured by Morrison Molded
Fiberglass Co., Bristol, VA, Dynaform by Fibergrate Cop, Dallas, TX, or Pultex by Creative
Pultrusions, Alum Bank, PA, or equal.
B. FRP grating shall be Fibergrate Corp., Dallas, TX, or Chemgrate Corp, Woodinville, WA, or equal.
C. Outer surfaces, cur edges, or any surfaces which are exposed to air during cure shall be finished so
as to obtain complete cure of the resin without air inhibition by coating the surface after initial cure
with resin containing paraffin. Softening or tackiness of any surface under an acetone test will be
considered evidence of incomplete cure.
D. Factor of safety shall be 5 based on ultimate stress. Grating shall be a minimum of 1 -1/2 inch deep,
and have a rectangular bar shape.
E. Provide structural FRP angle frames and structural support shapes, where required and as shown on
the Drawings.
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Fiberglass Reinforced Plastic Components
066 10-3
F. Angle frames shall be continuous around the opening in order to present an even and flat support for
the grating except as otherwise shown.
2.04 FRP WAINSCOT - install per manufacturers recommendations - trim all edges and joints with
stainless steel trim with FW edges set in mastic to preclude water intrusion. Color shall be selected
by the Architect.
PART 3 EXECUTION
3.01 INSTALLATION
A. All components shall be installed in full accordance with the Drawings, the final shop drawings and
manufacturer's recommendations by mechanics skilled in the installation of this type of work.
B. Pipes and other equipment shall not be attached to, or supported by, any FRP frame or FRP
components unless approved by the Agency.
END OF SECTION
Fiberglass Reinforced
Plastic Components
0661 0-4 Cannon Road Lift Station
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SECTION 072 10
BUILDING INSULATION
PART 1 GENERAL
1.01 SUMMARY
A. Provide building insulation where shown on the Drawings, as specified herein, and as needed for a
complete and proper installation.
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 1 of these Specifications.
1.02 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.
B. Upon completion of this portion of the Work, complete and post a certificate of insulation
compliance in accordance with pertinent requirements of governmental agencies having
jurisdiction.
1.03 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Section 01600.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide the following building insulation where shown on the Drawings or otherwise needed to
achieve the degree of insulation required under pertinent regulations of govemental agencies
having jurisdiction.
1. Type A: 3” thick unfaced 48”W x 96” H series 705 insulating board as manufactured by Owens
Coming.
2. Type B: 8” thick foil faced in all ceiling spaces just under sheathing above with insulating only
value of R-30
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Building Insulation
07210-1
2.02 OTHER MATERIALS
A. 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 Architect.
PART 3
3.01
A.
B.
3.02
A.
EXECUTION
SURFACE CONDITIONS
Examine the areas and condons under which work o :his Section will be performed. Correct
conditions detrimental to timely and proper completion of the Work. Do not proceed until
unsatisfactory conditions are corrected.
Remove, or protect against, projections in construction framing which may damage or prevent
proper insulation.
INSTALLATION
Install the work of this Section in strict accordance with the original design, requirements of
governmental agencies having jurisdiction, and the manufacturer's recommended installation
procedures as approved by the Architect, anchoring all components firmly into position.
Building Insulation
072 1 0-2
END OF SECTION
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TECHNICAL PROVISIONS
SECTION 07322
CONCRETE ROOFING TILES
PART 1 GENERAL
1.01 SUMMARY
A. Provide concrete tile roofing system where shown on the Drawings, as specified herein, and as
needed for a complete and proper installation.
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 1 of these Specifications.
1.02 SUBMITTALS
A. Comply with pertinent provisions of SSPWC 2003.
B. Product data: Within 60 Calendar Days after the Contractor has received the Agency's Notice to
Proceed, submit:
1. Materials list of items proposed to be provided under this Section, showing compliance with
the specified requirements;
2. Manufacturer's recommended installation procedures which, when approved by the Architect,
will become the basis for accepting or rejecting actual installation procedures used on the
Work.
C. Samples: Accompanying the product data submittal, submit:
1. Two roofing tiles, one representing the darkest color proposed to be provided, and the other
representing the lightest color proposed to be provided;
2. One Sample of thoroughly dry mortar, showing color proposed to be provided.
1.03 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.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Section 01600.
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Concrete Roofing Tiles
07322-1
1.05
A.
PART 2
2.01
A.
B.
C.
D.
E.
2.02
A.
B.
WARRANTY
Upon completion of this portion of the Work, and as a condition of its acceptance, deliver to the
Architect two copies of the roofing tile manufacturer's standard 50-year limited warranty.
PRODUCTS
ROOFING TILE SYSTEM MATERIALS
Provide a complete system of the following tiles and accessory units:
1. Pattern: "Homestead," manufactured by Monier Roofing Tile, Inc.;
2. Color: as selected by the Architect
3. Acceptable substitute:
a. Equal product of other manufacturer approved in advance by the Architect.
Mortar: Provide in conformance with recommendations of the manufacturer of the approved
roofing tile, mixed with a pigment to produce a color matching the color of the approved roofing
tiles.
Batten boards: Provide 25 mm x 50 mm (1 I' x 2") (nominal) Redwood or treated moisture-resistant
Douglas Fir.
Nails and fasteners: Use only such fastening devices as are recommended by the manufacturer of
the approved roofing tiles system and approved by all governmental agencies having jurisdiction.
Under1 aymen t :
1. Using Type 30 asphalt-saturated felt, provide underlayment in the arrangement shown on the
Drawings.
2. At joints and laps, provide a cold-process roofing cement specifically recommended for the
purpose by the manufacturer of the felts and approved by the Architect.
OTHER MATERIALS
Provide all flashing associated with the work of this Section, using not lighter than 28 gage
corrosion-resistant metal.
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 Architect.
Concrete Roofing Tiles
07322-2
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PART 3 EXECUTION
3.01
A.
B.
3.02
A.
B.
D.
E.
SURFACE CONDITIONS
Examine the areas and conditions under which work of this Section will be performed.
1. Correct conditions detrimental to timely and proper completion of the Work.
2. Do not proceed until unsatisfactory conditions are corrected.
Verify that surfaces under underlayment are clean and free from such irregularities as would
contribute to its penetration.
INSTALLATION
Coordinate the schedule for installation of roofing tiles with schedule for installation of roof deck
so lumber in the roof deck will have minimum practicable exposure to the weather.
Install batten boards spaced to provide uniform headlap of the roofing tiles, adequately end-spaced
to allow drainage. Take special care to prevent damage to the membrane.
Install the roofing tiles in strict compliance with the recommendations of the manufacturer as
approved by the Architect.
Finish the roofing tiles installation as a completely weatherproof and waterproof system requiring
no further normal maintenance.
END OF SECTION
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Concrete Roofing Tiles
07322-3
Concrete Roofing Tiles
07322-4
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SECTION 07600
FLASHING AND SHEET METAL
PART 1
1.01
A.
B.
1.02
A.
B.
1.03
A.
B.
C.
GENERAL
SUMMARY
Provide flashing and sheet metal not specifically described in other Sections of these Specifications
but required to prevent penetration of water through the exterior shell of the building.
Related work:
1. Documents affecting work of this Section include, but are not necessarily limited to, General
Conditions, Supplementary Conditions, and Sections in Division 1 of these Specifications.
SUBMITTALS
Comply with pertinent provisions of SSPWC 2003.
Product data: Within 45 Calendar Days after the Contractor has received the Agency'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. Shop Drawings in sufficient detail to show fabrication, installation, anchorage, and interface of
the work of this Section with the work of adjacent trades;
4. Manufacturer's recommended installation procedures which, when approved by the Architect,
will become the basis for accepting or rejecting actual installation procedures used on the
Work.
QUALITY ASSURANCE
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.
In addition to complying with pertinent codes and regulations, comply with pertinent
recommendations contained in current edition of "Architectural Sheet Metal Manual" published by
the Sheet Metal and Airconditioning Contractors National Association (SMACNA).
Standard commercial items may be used for flashing, trim, reglets, and similar purposes provided
such items meet or exceed the quality standards specified.
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Flashing and Sheet Metal
07600-1
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1.04 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Section 01620.
PART 2 PRODUCTS
2.01 MATERIALS AND GAGES
A. Where sheet metal is required, and no material or gage is indicated on the Drawings, provide the
highest quality and gage commensurate with the referenced standards.
2.02 GALVANIZED IRON
A. Provide sheet metal or sheet iron of a standard brand of open-hearth copper-bearing steel, copper-
molybdenum iron, or pure iron sheets.
B. Zinc coating:
1. Where galvanizing is required, provide zinc coating by hot-dip galvanize to all surfaces.
2. Weight:
a. Provide not less than 35.4 g per sq 300 mm (1-1/4 oz per sq ft), nor more than 42.5 g per
sq 300 mm (1 -1/2 oz per sq ft), to surfaces required to be galvanized.
3. Comply with ASTM A123-84.
2.03 NAILS, RIVETS, AND FASTENERS
A. Use only soft iron rivets having rust-resistive coating, galvanized nails, and cadmium plated screws
and washers in connection with galvanized iron and steel.
2.04 FLUX
A. Where flux is required, use raw muriatic acid.
2.05 SOLDER
A. Where solder is required, comply with ASTM B32.
2.06 OTHER MATERIALS
A. 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 Architect.
Flashing and Sheet Metal
07600-2
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PART 3 EXECUTION
3.01 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.
3.02 WORKMANSHIP
A. General:
1. Form sheet metal accurately and to the dimensions and shapes required, finishing molded and
broken surfaces with true, sharp, and straight lines and angles and, where intercepting other
members, coping to an accurate fit and soldering securely.
2. Unless otherwise specifically permitted by the Architect, turn exposed edges back 13 mm
(1/2").
B. Form, fabricate, and install sheet metal so as to adequately provide for expansion and contraction in
the finished Work.
C. Weatherproofing:
1. Finish watertight and weathertight where so required.
2. Make lock seam work flat and true to line, sweating full of solder.
3. Make lock seams and lap seams, when soldered, at least 13 mm (1/2") wide.
4. Where lap seams are not soldered, lap according to pitch, but in no case less than 75 mm (3").
5. Make flat and lap seams in the direction of flow.
D. Joints:
1. Join parts with rivets or sheet metal screws where necessary for strength and stiffness.
2. Provide suitable watertight expansion joints for runs of more than 12.19 m (40'-0"), except
where closer spacing is indicated on the Drawings or required for proper installation.
E. Nailing:
1. Whenever possible, secure metal by means of clips or cleats, without nailing through the
exterior metal.
2. In general, space nails, rivets, and screws not more than 200 mm (8") apart and, where exposed
to the weather, use lead washers.
3. For nailing into wood, use barbed roofing nails 31 mm (1-1/4") long by 11 gage.
4. For nailing into concrete, use drilled plugholes and plugs.
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Flashing and Sheet Metal
0 7 6 0 0 - 3
3.03 EMBEDMENT
A. Embed metal in connection with roofs in a solid bed of sealant, using materials and methods
described in Section 07901 of these Specifications or other materials and methods approved in
advance by the Architect.
3.04 SOLDERING
A. General:
1. Thoroughly clean and tin the joint materials prior to soldering.
2. Perform soldering slowly, with a well-heated copper, in order to heat the seams thoroughly and
to completely fill them with solder.
3. Perform soldering with a heavy soldering copper of blunt design, properly tinned for use.
4. Make exposed soldering on finished surfaces neat, full flowing, and smooth.
B. After soldering, thoroughly wash acid flux with a soda solution.
3.05 TESTS
A. Upon request of the Architect, demonstrate by hose or standing water that the flashing and sheet
metal are completely watertight.
END OF SECTION
Flashing and Sheet Metal
07600-4
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SECTION 07901
JOINT SEALERS
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Furnish all materials, labor, equipment and incidentals required and perform all caulking, sealants,
joint fillers, gaskets and related work necessary for the proper completion of the project as shown
on the Drawings and as specified herein.
1.02 SUBMITTALS
A. Submit, in accordance with SSPWC 2003, shop drawings, working drawings and product data
including detailed product information and colors on materials proposed and material installation
methods. Submittals shall include the following:
1. Two sets of special colored sealant samples in representative quantities. Resubmit until
approved.
2. Two sets of representative samples of any or all other proposed materials required for the work
of this Section as requested by the Engineer.
1.03 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM D395 - Standard Test Methods for Rubber Property - Compression Set.
2. ASTM D412 - Standard Test Methods for Valcanized Rubber and Thermoplastic Rubbers and
Thermoplastic Elastomers - Tension.
3. ASTM D573 - Standard Test Method for Rubber-Deterioration in an Air Oven.
4. ASTM D695 - Standard Test Method for Compressive Properties of Rigid Plastics.
5. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials.
6. ASTM D1002 - Standard Test Method for Apparent Shear Strength of Single-Lap-Joint
Adhesively Bonded Metal Specimens by Tension Loading (Metal to Metal).
7. ASTM D1149 - Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a
Chamber.
8. ASTM D1708 - Standard Test Method for Tensile Properties of Plastics by Use of Microtensile
Specimens
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Joint Sealers
0790 1 -1
B.
C.
D.
1.04
A.
B.
C.
D.
E.
PART 2
2.01
A.
9. ASTM D2240 - Standard Test Method for Rubber Property - Durometer Hardness.
10. ASTM D2628 - Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals
for Concrete Pavements.
Federal Specifications (FS)
1. FS HH-F-341 - Fillers, Expansion Joint; Bituminous (Asphalt and Tar) And Nonbituminous
(Preformed For Concrete)
The Society for Protective Coatings (SSPC)
1. SSPC SP-10 - Surface Preparation Specification No. 10 Near-White Blast Cleaning.
Where reference is made to one of the above standards, the revision in effect at the time of bid
opening shall apply.
APPLICATION SCHEDULE
Caulk all exterior wall joints, between adjacent materials, joints between frames or louvers and
adjacent materials, copings, and all other joints shown on the Drawings or required for the
completion of the work. Joints noted as "caulk", "caulking", or "sealant," shall be caulked as
specified herein.
Caulk all interior joints between frames and masonry, at tops of masonry walls, between masonry
and structural concrete, floor joints in tile, joints in rooms to be airtight and all other joints required
for the completion of the work.
Compressible Filler
Expansion Joint Seals
Waterproof Joint Filler
PRODUCTS
MATERIALS
Caulking
1. All colors for caullung above grade in the superstructure of the building shall be selected by the
Engineer.
2. Exterior and interior sealant for joints on the horizontal plane shall be a two part, pour grade
polyurethane base Polytok sealant by Toch Brothers, Inc.; Tremco; Sonneborn or equal. Primer
shall be as recommended by the manufacturer.
Joint Sealers
07901 -2
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3. Exterior and interior sealant for joints on all other surfaces shall be a one part, gun grade,
polysulphide base Thiotok Sealant R.M. by Toch Brothers, Inc.; Pecora; Sonneborn or equal.
Primer shall be as recommended by the manufacturer.
300 pphm in air 70 hours at 104 degrees F.
Low temperature recovery, 74 hours at 14 degrees F.
Low temperature recovery 22 hours at minus 20 degrees F.
High temperature recovery, 70 hours at 212 degrees F.
4. Joint backing for joints in superstructure shall be approved closed cell polyethylene rods of
diameters to suit joint conditions.
No cracks D1149
88 percent D2628
83 percent D2628
85 percent 02628
B. Expansion Joint Seals
1. The expansion joint seals shall conform to the following properties:
2. Lubricant adhesive shall be one component polychloroprene compound with solids content: 24
plus or minus 3 percent - density: 8.5 lbs/gallon - color: concrete gray.
3. Expansion joint seal shall be Acmaseal "C" Series by Acme Highway Products Corporation or
equal.
C. Compressible filler shall be foamed polyurethane strip saturated with polybutylene waterproofing
material. When compressed to 50 percent of its original volume, filler shall hold a head of 6-ft of
water, and a head of 10-ft of water when compressed 60 percent. Filler shall maintain its resiliency
to allow for installation in temperatures as slow as 40 degrees F. Filler shall remain waterproof at
50 percent compression between temperatures of minus 40 and 200 degrees F. Elongation shall be
at least 325 percent with a tensile strength of not less than 53 psi.
1. The polybutylene compound shall not migrate in the polyurethane strip. Compressible filler
shall be Polytite by Sandell Manufacturing Company; Combriband by Secoa Corporation,
Division of Phoenix Building Products, Inc. or equal.
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Joint Sealers
07901 -3
D. Watertight Joint Filler
1. Joint Material - Closed-cell, cross-linked ethylene vinyl acetate with a resistance to weather
oxidation.
a. Compression and recovery: The load required to compress a specimen to 50 percent of its
thickness before the test shall not be less than 10 or more than 60 psi. Upon removal of the
test, the material shall recover at least 95 percent of its original thickness in 24 hours:
b. Extrusion - A specimen shall be compressed to 50 percent of its original thickness with
three of its edges restrained. The amount of extrusion of the free edge shall not exceed
0.25-in.
c. Elongation - 25 degrees minimum at 0 degree F.
d. Density - 2.8 to 3.4 lbdcu ft.
e. Water Absorption - A standard test specimen with four square cut edges, when submerged
horizontally under 1-in of water at 70 degrees F plus 5 degrees shall absorb not more than
3.5 percent weight by volume of water in 24 hours.
f. Weather Test: FS HH-341a, Type 1 Standard Class A, No visible signs of deterioration.
g. Dimensional Variation:
1. 0 to 0.1181 thick plus 20 percent, minus 10 percent
2. 0.11 81 to 0.2362 thick plus 15 percent, minus 5 percent
3. 0.2362~~ plus 10 percent, minus 2 percent
2. Bonding agent - Two-component epoxy resin bonder that meets all requirements for bonding
concrete to concrete, concrete to steel, concrete to wood and other materials as recommended
by the manufacturer. Unmixed properties as follows:
a.
b.
C.
d.
e.
f.
Joint Sealers
0790 1 -4
Tensile: ASTM D1708, crosshead speed (0.05 ipm)
Age: C77 degrees F - 7 days
Tensile Strength: 3,900 psi
Elongation at break 5.5 to 6.0 percent
Tensile Modulus: 1.4 x lo5 psi
Flexural: ASTM D790, Procedure B, crosshead speed (0.015 ipm) 2-in span.
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g. Mixed properties shall be as follows:
1)
2)
3)
4)
Compressive: ASTh4 D695, crosshead speed (0.05 ipm)
Compressive Strength, 7 day: 14,500 psi
Bond Strength, 24 hours: 650 psi
Adhesive (Tensile Shear), 7 days: ASTM D1002, 1,800 psi
3. Evasote Joint System by E-Poxy Industries, Inc. or equal.
PART 3 EXECUTION
3.01 INSTALLATION
A. Installation of Caulking
1. All joints to receive sealant shall be cleaned, primed, back filled and caulked in complete
accordance with the manufacturer's instructions.
2. Sealant shall be applied generally to a square section configuration. Minimum depth of joint
shall be %-in and maximum %-in. For joints greater than %-in wide, provide sealant in a 2 to 1
width-to-depth ratio.
3. The surfaces of all materials adjoining caulked joints shall be cleaned free of all smears of
sealant or other soiling due to caulking operations.
B. Installation of Expansion Joint Seals
1. Expansion joint seals shall be installed at the vertical expansion joints where detailed.
2. All surfaces to receive adhesive that are in contact with the seal shall be free from dirt, water,
oil, rust, frost and loose debris.
3. Joint sides shall be constructed straight and parallel with no sharp edges.
4. Installation should not be done when temperatures are above 75 or below 40 degrees F.
5. The exterior of the joint shall be flush with the surrounding construction.
C. Installation of Compressible filler
1. Install compressible filler according to the manufacturer's written instructions for the situation
where it is used.
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Joint Sealers
07901 -5
D. Installation of Waterproof Joint Filler
1. Surface preparation
a. Concrete
1) 2) Cured 28 days minimum
3) 4) Cleaned of dirt
5)
6)
7)
. Cleaned free of old existing coatings
Dry preferred, moisture only if approved by the Engmeer for difficult site conditions
Completely remove oil, grease and wax
Acid etch surface only when surface pH is over 10
Sandblast to clean and remove sharp edges or protrusions
b. Steel
1) Sandblast: SSPC SP-10
2) Immediately apply bonder after sandblast cleaning
2. Bonder application
a. Power caulking gun
b. Trowel
c. Hand application with rubber gloves
d. Apply enough bonder so that it is squeezed out of the joint area when the filler is pressed
together. Normally this will be 6 to 12 mils thick.
3. Environmental Conditions
a. Apply at temperatures above minus 10 degrees F on dry surfaces only.
b. Apply at temperatures above 32 degrees F on moist surfaces.
END OF SECTION
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TECHNICAL PROVISIONS
SECTION 081 10
METAL. DOORS AND FRAMES
PART 1 GENERAL
1.01 SUMMARY
A. Provide metal doors and frames which are not specifically described in other Sections of these
Specifications, where shown on the Drawings, as specified herein, and as needed for a complete
and proper installation.
B. Related work:
1. Documents affecting work of this Section include, but are not necessarily limited to, General
Conditions, Supplemental General Conditions, and Sections in Division I of these
Specifications.
2. Section 07901 - Sealants and caulking.
3. Section 08710 -Finish hardware.
4. Section 09902 - Painting and Coatings
1.02 SUBMITTALS
A. Comply with pertinent provisions of SSPWC.
B. Product data: Within 30 Calendar Days after the Contractor has received the Agency'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. Shop Drawings showing details of each frame type, elevations of door designs, details of
openings, and de-tails of construction, installation, and anchorage;
4. Manufacturer's recommended installation procedures which, when approved by the Agency's
Designated Representative, will become the basis for accepting or rejecting actual installation
procedures used on the Work.
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Metal Doors and Frames
081 IO-?
1.03
A.
B.
C.
PART 2
2.01
A.
B.
C.
QUALlTY ASSURANCE
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.
Unless specifically otherwise approved by the Agency’s Designated Representative, provide all
products of this Section from a single manufacturer.
Comply with pertinent recommendations of the Hollow Metal Manufacturers’ Association,
Standard HMMA 862.
PRODUCTS
METAL DOORS
Provide in the dimensions and types shown on the Drawings, and with the following attributes:
1. Face sheets:
a. Interior doors: 14 gage;
b. Exterior doors: 14 gage, hot-dip galvanized;
2. Minimum thickness: 1 -314’‘ ;
3. Stiffeners: 18 gage;
4. Vertical edges: Continuous weld;
5. Top and bottom edges: Closed with 12 gage continuous recessed steel channel, spot-welded to
face sheets;
6. Louvers: Welded 14 gage blades, welded or tenoned to frame, with replaceable metal screen at
exterior doors.
At the factory, pre-clean and shop prime each door for finish painting which will be performed at
the job site under Section 09902 of these Specifications.
Acceptable products:
1. As manufactured by Krieger Steel Products Co., 4896 Gregg Road, Pic0 Rivera, CA 90660
(213) 695-0645;
2. Equal products of Amweld, Ceco, or other manufacturer approved in advance by the Achitect.
3. Architectural Door Face - Exterior Doors shall have an embossed Surface to replicate a “Style
and Rail” appearance, no exceptions.
Metal Doors and Frames
081 10-2
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D. All metal doors shall have an STC rating of 53.
2.0 1 METAL, FRAMES
A. Acceptable products: Frame Manufacturer shall match Door Manufacturer - see above.
B. Provide in the dimensions and types shown on the Drawings, and with the following attributes:
1. For interior openings: 12 gage;
2. For exterior openings: 12 gage, hot-dip galvanized;
3. Construction: Welded units, with integral stop and trim;
4. Floor anchors: 14 gage, welded inside jambs;
5. Jamb anchors:
a. In masonry walls, provide with 0.156" thick wire-type or with adjustable 14 gage T-strap
not less than 2" x 10";
b. In stud partitions, provide 16 gage steel anchors welded inside jambs;
C. At the factory, pre-clean and shop prime each frame for finish painting which will be performed at
the job site under Section 09902 of these Specifications.
2.02 FINJSH HARDWARE
A. Secure templates from the finish hardware supplier as specified in Section 08710 and accurately
install or make provisions for, all finish hardware at the factory.
PART 3 EXECUTION
3.01 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.
3.02 INSTALLATION
A. Placing frames:
1. Where practicable, place frames prior to construction of enclosing walls and ceilings.
2. Set frames accurately into position, plumbed, aligned, and braced securely until permanent
anchors are set.
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Project No. 3583 08110-3
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3. After wall construction is completed, remove temporary braces and spreaders, leaving surfaces
smooth and undamaged.
4. At in-place construction, set frames and secure to adjacent construction with machine screws
and suitable anchorage devices. Provide "Z" fillers at each screw location.
5. When installed in prepared openings in concrete construction, provide sealant between frame
and concrete in accordance with provisions of Section 07901 of these Specifications.
3.03 ADJUST AND CLEAN
A. Final adjustments:
1. Check and readjust operating finish hardware items in hollow metal work just prior to final
inspec tion.
2. Leave work in complete and proper operating condition.
3. Remove defective work and replace with work complying with the specified requirements.
B. Immediately after erection, sand smooth all rusted and damaged keas of prime coat, and apply
touchup of compatible air-drying primer.
END OF SECTION
Metal Doors and Frames
081 10-4
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SECTION 08331
INSULATED COILING DOORS
PART 1 GENERAL
1.01 SUMMARY
A. Provide overhead coiling doors where shown on the Drawings, as specified herein, and as needed
for a complete and proper installation.
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 1 of these Specifications.
1.02 SUBMITTALS
A. Product data: Within 30 Calendar Days after the Contractor has received the Agency'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. Shop Drawings in sufficient detail to show fabrication, installation, anchorage, and interface of
the work of this Section with the work of adjacent trades;
4. Manufacturer's recommended installation procedures which, when approved by the Architect,
will become the basis for accepting or rejecting actual installation procedures used on the
Work.
1.03 QUALEY 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.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Section 0 1600.
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Insulated Coiling Doors
08331 -1
PART 2 PRODUCTS
2.01 OVERHEAD COILING DOORS
A. Provide standard rollup service doors of the dimensions and arrangements shown on the Drawings,
and with the following attributes:
1. Design wind load: 20 psf.
2. Curtain: Interlocking slats fabricated from 20 gage strip steel with a hot-dip galvanize coating
of 35.44 g per sq 300 mm (1.25 oz per sq ft) in accordance with ASTM A123-84; and with
bottom slat reinforced with two steel angles not less than 3 mm (1/8") thick.
3. Guides: Manufacturer's standard steel angle guides at jambs.
4. Brackets: Fabricate from steel plate not less than 6 mm (1/4") thick.
5. Gears: Manufacturer's standard gears designed for a maximum manual effort of not more than
13.61 kg (30 lbs).
6. Barrel: Manufacturer's standard barrel designed to limit maximum deflection to .76 mm per
300 mm (0.03" per ft), capable of counterbalancing weight of curtain, and adjustable by means
of exterior wheel.
7. Hood: Fabricate from galvanized steel to fit curvature of the brackets.
8. Finish:
a. Curtain and hood: Manufacturer's standard baked acrylic primer;
b. Other exposed surfaces: One coat of rust-inhibitive paint.
c. Finish painting afier erection will be provided under Section 09902 of these
Specifications.
9. Install Hood and Lintel Baffles to mask sound.
10. Install weather stripping in interior and exterior guides.
B. Provide manufacturer's standard electric motor operator with 3-position pushbutton operation, in
capacity recommended by the manufacturer.
C. Acceptable products:
1. "Type FMWI" (insulating) standard rolling service doors manufactured by the Cookson
Company, 15717 Texaco Avenue, Paramount, California 90723 (310) 53 1-2576.
2. Equal products of other manufacturers when approved in advance by the Architect.
Insulated Coiling Doors
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2.02 OTHERMATERIALS
A. 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 Architect.
PART 3 EXECUTION
3.01 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 INSTALLATION
A. Coordinate as required with other trades to assure proper and adequate provision in the work of
those trades for interface with the work of this Section.
B. Install the work of this Section in strict accordance with the original design, the approved Shop
Drawings, pertinent requirements of governmental agencies having jurisdiction, and the
manufacturer’s recommended installation procedures as approved by the Architect, anchoring all
components firmly into position for long life under hard use.
C. Upon completion of the installation, put all items through at least ten operating cycles. Make
required adjustments and assure that components are in optimum operating condition.
END OF SECTION
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Insulated Coiling Doors
08331 -3
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insulated Coiling Doors
08331 -4
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PART 1
1.01
A.
B.
C.
1.02
A.
B.
C.
D.
E.
F.
G.
H.
I.
1.03
A.
1.04
A.
TECHNlcAL PROVISIONS
SECTION 087 10
FINISH HARDWARE
GENERAL
SUMMARY
Hardware for Hollow Steel doors.
Thresholds.
Gasketting.
REFERENCES
ANSI A1 17.1 - Specifications for making buildings and facilities accessible to and usable by
Physically Handicapped People.
NFPA 80 - Fire Doors and Windows.
WIC - Woodwork Institute of California
BHMA - Builders' Hardware Manufacturers Association.
DHI - Door and Hardware Institute.
NAAhbI - National Association of Agency's Designated Representative Metal Manufacturer.
CBC - California Building Code
SDI - Steel Door Institute.
ADA - Americans With Disabilities Act.
COORDINATION
Coordinate work of this Section with other directly affected Sections involving manufacturer of any
internal reinforcement for door hardware.
QUALITY ASSURANCE
Manufacturers: Companies specializing in manufacturing door hardware with minimum five years
experience.
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0871 0-1
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B. Hardware Supplier: Company specializing in supplying institutional door hardware with three years
documented experience. Company shall employ Agency's Designated Representative Hardware
Consultant (AHC) who shall be available for jobsite meetings and required by Agency's Designated
Representative, owner or Contractor.
1.05 REGULATORY REQUIREMENTS
A. Conform to Chapter 10, California Building Code and NFPA Standard No. 80, for requirements
applicable to fire rated doors and bme.
B. The hardware schedule shall detail all door locations, sizes, materials, labels and proper handing.
C. Conform to the applicable sections of the California Building Code.
D.
E.
Provide UL labels on all panic devices in fire-rated openings.
Provide California State Fire Marshall Listing for all fire exit hardware.
F. Comply with ADA - Americans with Disabilities Act.
1.06 SuBMrrl-ALS
A. Submit schedule, shop drawings, and product data under provisions of SSPWC 2003. The Door
Schedule on the Contract Drawings indicates which Hardware Group is to be used with each door.
B. The hardware schedule shall detail all door locations, sizes, materials, labels and proper handing.
C. Indicate locations and mountings heights of each type of hardware.
D. Provide product data on specified hardware.
E. Indicate quantity, complete part numbers and installation location for each piece of hardware.
F. Provide final keying charts for Agency approval.
G. Submit manufacturer's part list, templates and installation instructions under provision of SSPWC
2003.
H. Submit manufacturer's certificate that fire-rated hardware meets or exceeds specified requirements.
1.07 OPERATION AND MAINTENANCE DATA
A. Submit operation and maintenance data.
B. Include data on operating hardware, lubrication requirements, and inspection procedures related to
preventative maintenance.
Finish Hardware
087 10-2
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1.08
A.
B.
C.
1.09
A.
1.10
A.
B.
PART 2
2.01
DELIVERY, STORAGE, AND HANDLING
Package hardware items individually, group small items together, label and identify package with
door opening code to match hardware schedule. Identify location of each door opening. Deliver in
strong sturdy containers.
Deliver keys to Agency by security shipment direct fiom Lock Manufacturer.
Protect hardware fiom theft by cataloging and storing in dry, secure area.
GUARANTEE
Provide a 2-year written guarantee. Said guarantee shall read as foilows: "For a period of not less
than two (2) years, we (Firm Name) will service and or replace, at no charge to the Agency, any part
proving defective due to faulty manufacture of materials. Panic Devices to be guaranteed for five
years & door closers shall be guaranteed for twenty-five years. This guarantee does not cover
abnormal operation conditions or abusive jobsite treatment after acceptance of work by Agency".
MAINTENANCE MATFNALS
Provide special wrenches and tools applicable to each different or special hardware component.
Provide maintenance tools and accessories supplied by hardware component manufacturer.
PRODUCTS
MANUFACTURERS
2.02 KEYING
A. Locks, Deadbolts, Cylinders, Padlocks
1. All Locks and Cylinders shall be keyed to a new 6-pin Grandmaster key system. Furnish 6 of
each Masterkey. Furnish 3 change keys per lock.
2. All Keying shall be completed and regstered at the Lock Factory. Provide key bitting chart to
Agency's Representative when requested to do so in writing.
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Finish Hardware
0871 0-3
3. All Keying requirements shall be established by Hardware Distributor with input from Agency
and Agency's Designated Representative.
4. Provide manufacturers standard construction masterkey system. Furnish 6 construction
masterkeys.
5. Deliver all Permanent keys directly to Agency's Representative when requested to do so in
writing.
2.03 KEY CONTROL SYSTEM -NOT REQUIRED
2.04 FINISHES
A. Finishes are identified in Schedule at end of this Section.
B. Finishes to conform to the following standards of symbols.
1. Pnme Coat PC
2. Polished Brass
3. Satin Brass
4. Polished Bronze
5. Satin Bronze
6. Oil Rubbed Bronze
7. Satin Chromium
8. Polished Chromium
9. Stainless Steel
10. Polished Stainless Steel
600
3
4
9
10
1 OB
26D
26
3 2D
32
605
606
61 1
612
61 3
626/652
625/65 1
630
629
2.05 SUBS"UTI0N REQUESTS
A. No substitutions for manufacturer's products specified or those listed as an approved equal will be
allowed unless written request is submitted. Requests for approval shall comply with section 01630,
Product Options & Substitutions.
B. Requests for substitution must list specified item(s) and the proposed substitution. Catalog cuts for
specified item (s) and the proposed substitution must be included with transmittal. Include cost
savings where applicable.
C. Requests for substitution must also state the effects that the substitution will have on other trades.
PART 3 EXECUTION
3.01 INSPECTION
A. Verify that doors and frames are ready to receive work and dimensions are as indicated on shop
drawings.
Finish Hardware
0871 0-4
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B.
C.
3.02
A.
B.
C.
D.
E.
F.
G.
H.
3.03
A.
B.
C.
3.04
A.
B.
C.
Verify that power supply is available to power operated devices.
Beginning of installation means acceptance of existing conditions.
INSTALLATION
Install hardware in accordance with Manufacturer's instructions.
Use the templates provided by hardware item manufacturer.
Mounting heights for Hardware:
1. Lockets: 40-5/1 6 inches from floor to centerline of lever or handle.
2. Hinges: 5 inches from head of opening to top of top hinge; 10 inches from finish floor to bottom
of bottom hinge; intermediate hinge(s) spaced equidistant between top and bottom butts.
Conform to ANSI A1 17.1 for positioning requirements for the handicapped.
After fitting hardware to doors remove all finish hardware except butt hinges, carefully replace in
properly marked boxes and place in storage until painting and finishing is completed. After painting
and finishing is completed, permanently install finish hardware.
Secure finish hardware with suitable fasteners of the same material and finish as the item being
attached.
Provide expansion anchors for attaching hardware items to concrete or masonry.
Mount exit devices and closers on mineral or particle core fire doors with closed heat sex bolts.
FASTENERS
Screws for strikes, face plates and similar items shall be flat Phillips head, countersunk type; provide
machine screws for metal and standard wood screws for wood.
Screws for butt hinges shall be flat Phillips head, countersunk, full-thread type.
Fastening of closer bases of closer shoe to doors shall be by means of sex bolts and spray painted to
match closer finish. '
BUTT HINGES
Furnish.3 ea. 4-1/2" ball or 'oilite' bearing hinges at doors up to 89" tall. Furnish one additional hmge
for each additional 30" of door height.
Furnish 5" extra heavy duty hinges at doors wider than 42".
Furnish 5" extra heavy duty hinges where listed in hardware groups.
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Finish Hardware
0871 0-5
D. Provide extra heavy duty hinges where listed in hardware groups.
E. Provide sufficient hinge width to clear trim and allow 180 degree swing.
F. All hinges shall be manufactured in the United States.
3.05 LOCKS
A. Provide locks as scheduled with 2-314'' backset. Locks for labeled doors shall have a fusible link
mechanism to prevent rekction in the event of fire.
B. Furnish strikes with curved lip of sufficient length to clear trim and protect clothing.
3.06 DOOR CLOSERS
A. Provide adjustable closers with the following maximum pressure for opening doors. Adjust closers
after installation, and test doors in the event of fire.
Interior Doors 5.0 pounds pressure
Exterior Doors 8.5 pounds pressure
Fire Doors 15 .O pounds pressure
B. Comply with Title 24, CCR, Part 2, Section 2-3304 (1).
C. Factory Representative shall visit project prior to acceptance of project by owner to insure installation
and adjustment of closers is correct.
D. Furnish mounting plates and brackets as necessary to allow for a complete installation.
3.07 SIGNS
A. Exit doors with dead locks (for "B" occupancies) shall have indicating type lock hardware or
appropriate signing in accordance with Section 1004.3 of 1998 CBC; "THIS DOOR TO REMAIN
UNLOCKED WHENEVER THE BUILDING IS OCCUPIED." Doors with panic devices are
excepted from this provision.
3.08 PANIC DEVICES
A. All panic devices must meet ANSI Standard 156.3, Grade 1. Panic Devices must be UL listed and
California State Fire Marshall Listed. All Rail Assemblies shall be made of brass, bronze or stainless
steel. Springs shall be manufactured of stainless steel. Push Rail height shall be 40" from floor to
centerline. All trim shall be thru bolted. Provide fire rated devices at labeled openings as noted in
Door Schedule.
Finish Hardware 087 1 0-6
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3.09
A.
3.10
A.
B.
3.11
A.
3.12
A.
3.13
AUTOMATIC FLUSH BOLTS AND CO-ORDINATORS
Shall be tested by independent lab for cycle test of 100,000 cycles minimum. Units must comply with
UL specifications for use on fire rated openings up to three (3) hours for metal doors and one and one
half (1-1/2) hour for wood doors. Units shall work with five (5) pounds of closing force for top and
bottom bolts. Auto flushbolts shall have a built-in override feature engineered to prevent damage to
door, he, or bolt assembly should circumstances prevent normal operation.
THRESHOLDS & DOOR SEALS
Extruded thresholds shall be made kom S6063-T5 Alloy aluminum, and/or #385 alloy bronze (brass)
as noted in hardware schedule. All housings for door seals shall be anodized, no mill finishes. Door
seals and thresholds for fire labeled doors shall be tested and approved by an independent laboratory
as follows:
1. NFPA 105-1989
2. UL-1784
3. ULlOB&C
Provide seals & thresholds as noted in hardware schedule and/or on sill details. Provide carpet
separators as necessary to comply with fire codes. All exterior thresholds shall be set in a full bed of
butyl mastic.
SECURITY PULLS
Provide 1096HA/1097HA Pulls as noted in schedule. Pull shall be approved for handicap use and
shall be furnished in finish noted. Provide SNB fasteners for each pull.
PUSH-PULLS, STOPS & KICKPLATES, AUTO FLUSHBOLTS
Shall be provided by one manufacturer. All products shall be provided in aluminum, brass, bronze or
stainless steel base metals. Kickplates to be 0.50" material, beveled on four edges. Sharp edges on
Push, Pull and Kick Plates will be subject to rejection and replacement. All floor stops & holders shall
be mounted within 4 inches of adjacent walls or partitions.
SCHEDULE OF PRODUCTS
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~~
, L-FRA100 28" x 24"
NOTE: INSTALL THRESHOLD IN FULL BED OF BUTYL MASTIC.
Finish Hardware
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NOTE: INSTALL SEAL BEFORE CLOSER & HOLDER. SET THRESHOLD IN FULL BED OF BUTYL
3 EA
6 EA
3 EA
1 EA
KEYS PER LOCKSET * --- PDQ
MASTERKEYS PER SET * I- PDQ
CONSTRUCTION _I PDQ
MASTERKEYS
STAMP ALL KEYS "DO NOT DUPLICATE" _I PDQ
HARDWARE SET INDEX
DOORNO. I HARDWARE SET
4 1
MISC. 7
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Finish Hardware
087 1 0-9
Finish Hardware
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SECTION 09200
LATH AND PLASTER
PART 1
1.01
A.
1.02
A.
1.03
A.
1.04
A.
B.
1.05
A.
GENERAL
SCOPE OF WORK
Furnish all labor, materials, equipment and incidentals required and install exterior lath and plaster
soffit and related work as shown on the Drawings and as specified herein. Coordinate the work of
this Section with other Sections requiring work within above, or penetrations through, plaster work.
RELATED WORK
Electrical fixtures are included in Division 16.
SUBMITTALS
Submit, in accordance with SSPWC 2003, shop drawings showing layout, location of
reinforcements for attached items, design details, construction methods, materials, mixes and
specifications covering all systems required. Coordinate requirements for attachments and loadings
with other Sections. Submittals shall include the following:
1. Two 124x1 square samples of plaster with colored finish coat. Resubmit as required until
approved.
REFERENCE STANDARDS
American Society for Testing and Materials (ASTM)
1. ASTM A641 - Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.
2. ASTM C150 - Standard Specification for Portland Cement.
3. ASTM C206 - Standard Specification for Finishing Hydrated Lime.
4. ASTM C919 - Standard Practice for Use of Sealants in Acoustical Applications.
5. ASTM C926 - Standard Specification for Application of Portland Cement-Based Plaster
6. ASTM C1063 - Standard Specification for Installation of Lathing and Furring to Receive
Interior and Exterior Portland Cement-Based Plaster.
Where reference is made to one of the above standards, the revisions in effect at the time of bid
opening shall apply.
QUALITY ASSURANCE
Allowable Tolerances - 1/8-in in 84 for plumb, level, warp and bow.
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Lath and Plaster
09200-1
B.
1.06
A.
1.07
A.
B.
C.
D.
E.
PART 2
2.01
A.
B.
Single Sources
1. Obtain plaster products and trim accessories from a single manufacturer as approved.
DELIVERY, STORAGE AND HANDLING
Deliver materials in sealed containers and bundles, fully identified with manufacturer's name,
brand, type and grade. Store in dry, well ventilated space, protected from the weather, under cover
and off the floor levels. Handle in accordance with manufacturer's recommendations.
PROECT/SITE REQUIREMENTS
Examine the substrates and the spaces to receive lath and plaster, and the conditions under which
the work is to be performed. Notify the Engineer, in writing, of conditions detrimental to the
proper completion of the work. Do not proceed with the installation until unsatisfactory conditions
have been corrected in an acceptable manner.
Environmental Requirements, General
1. Comply with requirements of referenced plaster application standards and recommendations of
plaster manufacturer for environmental conditions before, during, and after application of
plaster.
Cold Weather Protection
1. When ambient outdoor temperatures are below 40 degrees F, maintain continuous uniform
temperature of not less than 40 degrees F nor more than 80 degrees F for not less than 1 week
prior to beginning plaster application, during its application, and until plaster is dry but for not
less than 1 week after application is complete. Enclose exterior work as approved. Distribute
heat evenly. Prevent concentrated or uneven heat from contacting plaster near heat source.
Ventilate building spaces as required to remove water in excess of that required for hydration of
plaster. Begin ventilation immediately after plaster is applied and continue until it sets.
Protect surrounding work from soiling, spattering, moisture deterioration and other harmful effects
which may result from plastering operations.
PRODUCTS
MATERIALS
Metal Support Materials
1. Cement Masonry Units (refer to 04200 Masonry).
Lath
1. Expanded diamond mesh, 3.4 lbs/sq yd, galvanized, factory backed with moisture resistant
paper or polyethylene if machine application of plaster is allowed.
Lath and Plaster
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C. Fasteners
1. Galvanized steel with type, size and heads compatible with substrate, hangers, lath and the
standard referenced above.
D. Furring
1. Cold rolled 0.316 Ib/fi, %-in by 7/16-in furring channels with 0.508 lb/fi, 1-1/2-in by 7/16-in
runner channels, all G60 galvanized steel.
E. Straps for hangers 1-in by 3/16-in, G60 galvanized mild steel.
F. Wire for ties - ASTM A641, Class 1 zinc coating, soft temper, 0.0625-in diameter for furring ties
and 0.0475-in diameter for lath ties.
G. Portland cement materials - Provide neat materials for base coats and ready-mixed for finish coat as
approved.
1. Portland cement for base coats shall conform to ASTM C150, Type I or II.
2. Sand for base coats shall conform to ASTM C897.
3. Lime shall be special finishing hydrated lime conforming to ASTM C206, Type S.
4. Fiber for base coats shall be alkaline-resistant glass or polypropylene fibers, %-in long, free of
contaminates, manufactured for use in portland cement plaster. No asbestos will be allowed.
5. Finish coat material shall be an approved factory mixed portland cement product containing all
aggregates, mineral oxide coloring pigments and other materials required except water. Color
of plaster will be selected by the Engineer from samples.
H. Water for all mixes shall be clean, fresh, potable water.
I. Accessories and Appurtenances
1. General - Except as otherwise indicated, provide all zinc beaded units with flanges for
concealment in full thickness plaster, including comer beads, control joints, edge trim and other
required components, all conforming to ASTM C1063. Provide as required to accommodate
required plaster thicknesses.
2. Concealed Sealant - Gun applied type; non-shrinlung, non-drymg, non-migrating, and non-
staining, as approved conforming to ASTM C919.
3. Screen for soffit vent - 18 by 14 mesh black fiberglass screen cloth.
J. Plaster Mixes
1. Mixes shall conform to approved proportions. Ingredients shall be accurately measured,
including water, using measuring devices of known volume. Shovels or water buckets shall not
be used as measuring devices. Successive batches shall be proportioned alike.
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2. Materials shall be mixed in a mechanical mixer for a minimum of 2 minutes or until all
ingredients present a uniform color in the mixer. Use the minimum amount of water required
to produce plaster of a workable consistency.
3. Scratch and brown coat mixes shall be within the following limits: 1 part portland cement, 0 to
3/4 parts lime and 2-1/2 to 4 parts sand (scratch), or 3 to 5 parts sand (brown).
4. Prepared finish coat plaster shall be mixed only with water in conformance with the
manufacturer's printed instructions and as approved.
PART 3 EXECUTION
3.01 GENERAL
A. Pre-installation Conference
1. Meet at the project site with the installers of related work and review the coordination and
sequencing of work to ensure that everything to be concealed by lath and plaster has been
accomplished and that chases, access panels, openings, supplementary framing and blocking
and similar provisions have been completed.
B. Reinforcing for Applied Items
1. Install supplementary framing, blocking and bracing with required plates and steel shapes,
where work is indicated to support fvrtures, equipment, door frames and similar work requiring
attachment and support.
C. Metal Support Systems
1. Install runner tracks at floor level and at walls and columns where stud systems abut other
work.
2. Extend partition stud system to the structure above. Provide deflection head detail as approved
to allow for movement.
3. Space studs at 16-in on center vertically. Provide approved wire ties and fasteners to structure
above where required at horizontal work to prevent sagging.
4. Door frames and openings. Install additional studs at jabs, providing two at each location.
Space jack studs over doors and openings at same spacing as partition studs.
D. Furring, Lathing and Accessories
1. Comply with requirements of ASTM C1063.
Lath and Piaster
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2. Install all required channels, accessories and as shown or as required for a complete and proper
installation.
a. Drill overhead steel and straps for strap fasteners. Hang runner channels at 4-ft on center
perpendicular to steel above using approved bolts, nuts and lock washers and with diagonal
runners at curved wall, hung and secured as approved. No hanging from metal roof panels
will be allowed.
b. Wire tie furring channels perpendicular to runners at l-ft on center. Add extra channels as
necessary at curved areas to provide full required support.
3. Install casing beads, comer beads, dust seals and control joint beads complying with reference
standards and as required for a complete and proper installation. Casing beads shall be
installed at the perimeter of all edges of plaster surfaces including light fixtures. Install screen
soffit vent as and where shown.
4. Wire tie metal lath to furring channels (long dimension across channels) 6-in on center. Side
laps shall be %in. End laps shall be 1-in. Tie side laps at 6-in on center where between
channels and lace tie end laps.
E. Three Coat Plastering
1. Comply with general plastering standards and mix constituents as specified above.
2. Sequence plaster installation properly with the installation and protection of other work, so that
neither will be damaged by the installation of the other.
3. Apply to thicknesses required by referenced standards, 5/8-in total (7/8-in total where vertical).
4. Apply full three coat plaster to all surfaces requiring plaster.
5. Trowel portland cement finish coat plaster to an approved smooth sand finish.
F. Moisture Retention and Curing
1. Dampen previous plaster coats which have dried out prior to time for applications of next coat.
Dampen with water as required for uniform suction.
2. Determine the most effective procedure for curing and the time lapse between application of
coats based on climatic and job conditions. Plaster which is cracked or crazed due to improper
timing and curing will not be accepted. Remove and replace defective plaster including plaster
base materials, if damaged during removal of defective plaster.
G. Cutting and Patching
1. Cut, patch, point-up and repair plaster as necessary to accommodate other work and to restore
cracks, dents and imperfections. Repair or replace work to eliminate blisters, buckles,
excessive crazing and check cracking, dry-outs, efflorescence, sweat-outs and similar defects,
including areas of the work which do not comply with specified tolerances and where bond to
the substrate has failed.
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Lath and Plaster
09200-5
2. Finish as required to match adjacent work, eliminating trowel marks and ridges.
H. Cleaning and Protection
1. Remove temporary protection and enclosure of other work. Promptly remove plaster from door
frames, windows and other surfaces which are not to be plastered. Repair floors, walls and
other surfaces which have been stained, marred or otherwise damaged during the plastering
work. When plastering work is completed remove unused materials, containers and equipment
and clean floors of plaster debris.
2. Provide approved procedures for protection of plaster from deterioration and damage during the
remainder of the construction period.
END OF SECTION
Lath and Plaster
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SECTION 093 10
CERAMIC TILE
PART 1
1.01
A.
B.
1.02
A.
1.03
A.
1.04
A.
PART 2
2.0 1
A.
GENERAL
SUMMARY
Provide ceramic tile where shown on the Drawings, as specified herein, and as needed for a
complete and proper installation.
Related work
1. Documents affecting work of this Section include, but are not necessarily limited to, General
Conditions, Supplementary Conditions, and Sections in Division 1 of these Specifications.
SUBMITTALS
Product data: Within 15 Calendar Days after the Contractor has received the Agency's Notice to
Proceed, submit:
1. Materials list of items proposed to be provided under this Section;
2. Manufacturers' specifications and other data needed to prove compliance with the specified
requirements;
3. Samples of each type, class, and color of ceramic tile required.
QUALITY ASSURANCE
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.
DELIVERY, STORAGE, AND HANDLING
Comply with pertinent provisions of Section 01600.
PRODUCTS
CERAMIC TILE
Provide ceramic tile and accessories complying with Tile Council of America Specifications as
follows:
Wainscot - 6"x 6" Glazed Ceramic Tile Base
Provide standard accessory shapes as required.
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Ceramic Tile
093 1 0- 1
2.02
A.
B.
2.03
A.
B.
2.04
A.
PART 3
3.01
A.
3.02
A.
SETTING MATERIALS
Comply with pertinent recommendations contained in the Tile Council of America "Handbook for
Ceramic Tile Installation."
Organic adhesive:
1. Provide a prepared organic material, ready to use with no further addition of liquid or powder,
which cures or sets by evaporation.
2. Comply with ANSI A1 36.1, using type I.
GROUT
Comply with pertinent recommendations contained in the Tile Council of America "Handbook for
Ceramic Tile Installation" in colors selected by the Agency's Representative from standard colors
available from the approved manufacturers.
Mastic grout:
1. Provide a commercially prepared grouting composition designed to be used directly from the
container, not requiring damp curing, and with high flexibility and stain resistance.
2. Provide a product licensed by the Tile Council of America, and bearing that license symbol.
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 Agency's Representative.
EXECUTION
SURFACE CONDITIONS
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.
INSTALLATION
General:
1. Comply with ANSI A108.1, ANSI A108.2, and the "Handbook for Ceramic Tile Installation" of
the Tile Council of America, except as otherwise directed by the Agency's Representative or
specified herein.
2. Maintain minimum temperature limits and installation practices recommended by materials
manufacturers.
Ceramic Tile
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3. Do not install tile floors over membrane until the membrane has been tested and accepted.
B. Limits of tile:
1. Extend tile into recesses and under equipment and fixtures to form a complete covering without
interruptions.
2. Terminate tile neatly at obstructions, edges, and comers, without disruption of pattern or joint
alignment.
C. Joining pattern:
1. Lay tile in grid pattern unless otherwise indicated on the Drawings or directed by the Agency's
Representative .
2. Align joints when adjoining tiles on floor, base, trim, and walls are the same size.
3. Layout tile work, and center the tile fields both directions in each space or on each wall area.
4. Adjust to minimize tile cutting.
5. Provide uniform joint widths.
D. Provide expansion and control joints where shown on the Drawings, and where otherwise
recommended by the "Handbook for Ceramic Tile Installation" of the Tile Council of America,
sealing in accordance with Section 07910 of these Specifications.
E. Cleaning:
1. Upon completion of placing and grouting, clean the work of this Section in accordance with
recommendations of the manufacturers of the materials used.
2. Protect metal surfaces, cast iron, and vitreous items from effects of acid cleaning.
3. Flush surfaces with clean water before and after cleaning.
F. Provide tile surfaces clean and free from cracked, broken, chipped, unbonded, and otherwise
defective units.
G. Provide required protection of tile surfaces to prevent damage and wear prior to acceptance of the
Work by the Agency.
END OF SECTION
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Ceramic Tile
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