TABLE OF CONTENTS
WTP 1A 1.0 MG WATER STORAGE TANK
SECTION
TITLE
DIVISION 1 - GENERAL REQUIREMENTS
01010
01025
01070
01090
01300
01400
01451
01510
01520
01530
01540
01560
01570
01600
01660
01700
Summary of Work .................................................................................... 01010-1 to 01010-6
Measurement and Payment ................................................................01025-1 to 01025-6
Abbreviations ......................................................................................01070-1 to 01070-2
Reference Standards ..........................................................................01090-1 to 01090-2
Submittals………………………………………………………………….01300-1 to 01300-10
Quality Control.....................................................................................01400-1 to 01400-3
Testing Laboratory Services ...............................................................01451-1 to 01451-3
Temporary Utilities ..............................................................................01510-1 to 01510-2
Maintenance of Utility Operations During Construction ......................01520-1 to 01520-5
Protection of Existing Facilities ...........................................................01530-1 to 01530-4
Demolition & Removal of Existing Structures & Equipment ...............01540-1 to 01540-4
Temporary Environmental Controls ....................................................01560-1 to 01560-3
Traffic Regulations and Maintenance of Traffic .................................................... 01570-1
Materials and Equipment ....................................................................01600-1 to 01600-3
Equipment Testing and Start-Up ........................................................01660-1 to 01660-3
Project Closeout ..................................................................................01700-1 to 01700-3
DIVISION 2 - SITEWORK
02015
02110
02210
02222
02224
02281
02510
02580
02667
02900
02905
Mobilization, Site Preparation and Demobilization ............................................... 02015-1
Clearing and Grubbing .......................................................................................... 02110-1
Site Grading ........................................................................................02210-1 to 02210-2
Excavation and Backfill for Utilities .....................................................02222-1 to 02222-8
Excavation and Backfill for Structures ................................................02224-1 to 02224-7
Termite Control ...................................................................................02281-1 to 02281-2
Asphaltic Concrete Pavement ............................................................02510-1 to 02510-3
Pavement Marking and Traffic Signs .................................................................... 02580-1
Hydraulic Structures Testing and Disinfection ....................................02667-1 to 02667-5
Trees, Plants and Ground Cover………………………………………..02900-1 to 02900-10
Grass Sodding ....................................................................................02905-1 to 02905-8
DIVISION 3 - CONCRETE
03100
03200
03300
03315
03350
03370
Concrete Formwork ............................................................................03100-1 to 03100-6
Concrete Reinforcement .....................................................................03200-1 to 03200-6
Cast-in-Place Concrete…………………………………………………..03300-1 to 03300-19
Grout ...................................................................................................03315-1 to 03315-3
Concrete Finishes ...............................................................................03350-1 to 03350-4
Concrete Curing ..................................................................................03370-1 to 03370-4
DIVISION 4 – MASONRY (NOT USED)
WTP 1A WATER STORAGE TANK
TOC-1
DIVISION 5 - METALS
05010
05035
05050
05515
05520
05531
Metal Materials ....................................................................................05010-1 to 05010-4
Galvanizing..........................................................................................05035-1 to 05035-3
Metal Fastening...................................................................................05050-1 to 05050-7
Ladders ...............................................................................................05515-1 to 05515-3
Handrails and Railing ..........................................................................05520-1 to 05520-2
Gratings, Floor Plates and Access Hatches……………………………...05531-1 to 05531-4
DIVISION 6 - WOOD AND PLASTICS (NOT USED)
DIVISION 7 - THERMAL AND MOISTURE PROTECTION (NOT USED)
DIVISION 8 - DOORS AND WINDOWS (NOT USED)
DIVISION 9 – FINISHES
09900
Painting .............................................................................................09900-1 to 09900-18
DIVISION 10 – SPECIALTIES (NOT USED)
DIVISION 11 – EQUIPMENT (NOT USED)
DIVISION 12 – FURNISHINGS (NOT USED)
DIVISION 13 - SPECIAL CONSTRUCTION
13320
Prestressed Concrete Tanks ............................................................13320-1 to 13320-11
DIVISION 14 - CONVEYING SYSTEMS (NOT USED)
DIVISION 15 - MECHANICAL CONSTRUCTION
15000
15006
15008
15009
15100
15102
15995
Piping, General…………………………………………………………....15000-1 to 15000-13
Ductile Iron Pipe ..................................................................................15006-1 to 15006-6
PVC Piping - DWV ..............................................................................15008-1 to 15008-3
PVC Pressure Pipe .............................................................................15009-1 to 15009-5
Valves and Appurtenances .................................................................15100-1 to 15100-6
Butterfly Valves ...................................................................................15102-1 to 15102-2
Pipeline Testing and Disinfection .......................................................15995-1 to 15995-4
DIVISION 16 - ELECTRICAL
16010
16050
16110
16120
16450
Basic Electrical Requirements ............................................................16010-1 to 16010-4
Basic Electrical Materials and Methods………………………………...16050-1 to 16050-18
Raceways ............................................................................................16110-1 to 16110-5
Wires and Cables ...............................................................................16120-1 to 16120-7
Grounding ...........................................................................................16450-1 to 16450-6
DIVISION 17 - INSTRUMENTATION
17600
17650
17700
17760
Unpowered Instruments, General .......................................................17600-1 to 17600-3
Pressure Gauges .................................................................................................. 17650-1
Powered Instruments, General ...........................................................17700-1 to 17700-5
Pressure Indicating Transmitters ........................................................17760-1 to 17760-3
WTP 1A WATER STORAGE TANK
TOC-2
APPENDIX
APPENDIX A
GEOTECHNICAL REPORT
WTP 1A WATER STORAGE TANK
TOC-3
SECTION 01010 – SUMMARY OF WORK
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Work to be performed under this Contract shall consist of furnishing and installation
of all tools, equipment, materials, supplies, manufactured articles, transportation and
services, including fuel, power, water, and essential communications, for the
performance of all labor, work, and/or other operations as required for the fulfillment of
the Contract in strict accordance with the Contract Documents. The Work shall be
complete, and all work, materials, and services not expressly shown or called for in the
Contract Documents which may be necessary for the complete and proper construction
of the Work in good faith shall be performed, furnished, and installed by the
CONTRACTOR as though originally so specified or shown, at no increase in cost to the
COUNTY.
B.
Wherever the Contract Documents address a third party, i.e., subcontractor,
manufacturer, etc., it is to be considered as the CONTRACTOR through the third party.
C.
Wherever a reference to number of days is noted, it shall be construed to mean
calendar days.
D.
Quality Control
1.
1.02
The CONTRACTOR shall develop and maintain a program, acceptable to
COUNTY and ENGINEER, to ensure that all work required under this Contract
strictly conforms to all requirements of the Contract Documents.
The
CONTRACTOR shall be responsible for and shall supervise the work of all
subcontractors, providing instructions to each when their work does not conform to
the requirements of the Quality Control Program and the Contract Documents.
WORK COVERED BY CONTRACT DOCUMENTS
A.
The Work shall be performed at the Broward County WTP 1A Treatment Plant, located
at 3701 N. State Road 7, Lauderdale Lakes, Florida 33319.
B.
The project will include the demolition of the existing facilities and the construction of
new facilities as identified in the Contract Documents. The phases are briefly
summarized below:
1.
Phase 1: Includes all labor, materials, equipment, services and incidentals for the
relocation and/or removal of existing potable water and storm water mains and
electric power feed under the proposed tank base, as identified in the Contract
Documents.
2.
Phase 2: Construction of a new one million gallon water storage tank including all
civil, mechanical, electrical, instrumentation, structural and architectural work and
all appurtenant work, complete, tested and ready for operation, all in conformance
with the Contract Documents. Obtain the permission of the City of Lauderdale
Lakes Building Department to place the facilities into operation.
WTP 1A WATER STORAGE TANK
01010-1
C.
1.03
All work shall be in compliance with all applicable federal, state and local laws and
regulations, including those for materials that contain lead. All work shall meet OSHA
compliance.
CONSTRUCTION CONSTRAINTS
A.
The following items are subject to the construction sequence and time constraints in
order to maintain a fully operational system. The CONTRACTOR shall note that each
item of work is subject to the COUNTY and ENGINEER's review and acceptance. The
CONTRACTOR shall submit plans to the COUNTY and ENGINEER for review and
acceptance detailing construction operations that directly affect the system operation.
B.
The CONTRACTOR shall note that some areas of the work require the CONTRACTOR
to work on existing pipelines and structures that will require dewatering. In the case of
pipelines, the CONTRACTOR shall be responsible for the proper containment and
disposal of water drained from existing pipelines during construction.
C.
Tie-In to Existing Potable Water Mains
1.04
1.
The CONTRACTOR shall use extreme caution while working in the vicinity of the
high service distribution mains. Hand excavation will be required when excavating
within two feet of any water mains.
2.
All tie-ins to existing water mains shall be planned, coordinated and scheduled
with the COUNTY prior to execution. The CONTRACTOR shall submit to the
COUNTY and ENGINEER for review and acceptance plans, which detail the
events to take place during the tie-in work and emergency plans should difficulties
be encountered.
ABANDONMENT AND SALVAGE OF EXISTING FACILITIES
A.
The scope of work requires the CONTRACTOR to interface with existing structures,
mechanical equipment, electrical facilities and piping, some of which will be abandoned
or otherwise removed as part of the work. Prior to beginning any work associated with
existing facilities to be abandoned, salvaged, or otherwise removed, the CONTRACTOR
shall inform the ENGINEER of their intent so that all arrangements can be made with the
COUNTY for disconnecting electrical service (where appropriate), isolating pipelines or
otherwise removing existing facilities from service to the extent possible. The
CONTRACTOR shall not proceed without written authorization from the ENGINEER.
B.
Pipelines
1.
The CONTRACTOR shall abandon, salvage or otherwise remove existing
pipelines or segments of existing pipelines shown to be abandoned in place,
salvaged, or removed as part of the contract work. Unless otherwise indicated in
the Contract Documents, all piping shown on the Drawings to be abandoned shall
be removed. Pipe shown to be abandoned need only be removed a minimum
three feet clear of new utilities to be installed. Abandon-in-place shall be defined
as installing plugs, or other permanent closure, as reviewed and accepted by the
ENGINEER. On all terminations, open ends or ends of pipe designated as being
cut, pipe shall be capped and anchored in an acceptable manner.
WTP 1A WATER STORAGE TANK
01010-2
C.
Piping indicated on the Drawings as being removed, or any piping to be abandoned
which interferes with new structures or piping, shall be excavated and removed using
methods which will not disturb adjacent piping or other facilities. All pipe materials shall
be subject to salvage by the COUNTY as defined below. Any remaining piping on both
ends of pipe segments removed shall be abandoned in-place, per the above definition.
After piping has been removed, the CONTRACTOR shall backfill the evacuated area in
accordance with requirements set forth in other sections of these specifications.
D.
Salvage
1.
1.05
The COUNTY may desire to salvage certain items of existing equipment which are
to be dismantled and removed during the course of construction. Prior to removal
of any existing equipment or piping from the site of work, the CONTRACTOR shall
ascertain from the ENGINEER whether or not the particular item or items are to be
salvaged. All other items of equipment shall be disposed of off-site by the
CONTRACTOR at their expense, in accordance with applicable laws, ordinances
and regulations.
CONTRACTOR’S USE OF PROJECT SITE
A.
The CONTRACTOR's use of the project site shall be limited to its construction
operations, including on-site storage of materials, on-site fabrication facilities, and any
field offices, as noted on the Contract Drawings.
B.
Disposal of Debris: All debris, materials, piping, and miscellaneous waste products
from the Work described in this section shall be removed from the project as soon as
possible. They shall be disposed of in accordance with applicable federal, state, and
local regulations. The CONTRACTOR is responsible for determining these regulations
and shall bear all costs or retain any profit associated with disposal of these items.
1.06
A.
1.07
A.
COUNTY USE OF THE PROJECT SITE
The COUNTY may utilize all or part of the facilities during the entire period of
construction for the conduct of the COUNTY’s normal operations. The CONTRACTOR
shall cooperate with the COUNTY to minimize interference with the CONTRACTOR's
operations and to facilitate the COUNTY's operations.
PROJECT MEETINGS
Preconstruction Conference: Prior to the commencement of Work at the site, a
preconstruction conference will be held at a mutually agreed time and place which shall
be attended by the CONTRACTOR, its superintendent, and its subcontractors as
appropriate. Other attendees will be:
1.
Representatives of the COUNTY.
2.
Governmental representatives as appropriate.
3.
Others as requested by CONTRACTOR, COUNTY, or ENGINEER.
WTP 1A WATER STORAGE TANK
01010-3
B.
C.
Unless previously submitted to the ENGINEER, the CONTRACTOR shall bring to the
conference one copy each of the following:
1.
Preliminary schedule (to be submitted at least 5 days prior to the conference).
2.
Preliminary procurement schedule of major equipment and materials and items
requiring long lead time.
3.
Preliminary Shop Drawing/Sample/Substitute or "Or Equal" submittal schedule.
4.
Schedule of Payment Items (lump sum price breakdown) for progress payment
purposes.
The purpose of the conference is to designate responsible personnel and establish a
working relationship. Matters requiring coordination will be discussed and procedures
for handling such matters established. The agenda will include:
1.
CONTRACTOR's tentative schedules.
2.
Transmittal, review, and distribution of CONTRACTOR's submittals.
3.
Processing applications for payment.
4.
Maintaining record documents.
5.
Critical work sequencing.
6.
Field decisions and Change Orders.
7.
Use of project site, office and storage areas, security, housekeeping and the
COUNTY's needs.
8.
Major equipment deliveries and priorities.
9.
Severe weather plan.
D.
The ENGINEER will preside at the preconstruction conference and will arrange for
keeping the minutes and distributing the minutes to all persons in attendance.
E.
Progress Meetings: The ENGINEER will schedule and hold regular on-site progress
meetings at least monthly and at other times as requested by ENGINEER. The
COUNTY, CONTRACTOR, ENGINEER, and all subcontractors active on the site shall
be represented at each meeting. CONTRACTOR may at its discretion request
attendance by representatives of its suppliers, manufacturers, and other
subcontractors.
F.
The ENGINEER will preside at the meetings and provide for keeping and distribution of
the minutes. The purpose of the meetings will be to review the progress of the Work,
maintain coordination of efforts, discuss changes in scheduling, and resolve other
problems which may develop.
WTP 1A WATER STORAGE TANK
01010-4
G.
1.08
The CONTRACTOR shall attend meetings held to coordinate work between other
contracts that may be on-going on the project site. The General Superintendent, Job
Superintendent, and/or other key representatives of each prime Contractor shall attend
these meetings, at the COUNTY's request.
PERMITS
A.
It shall be the CONTRACTOR's responsibility to secure all permits of every description
required to initiate and complete the work under this contract, except permits obtained
by the COUNTY.
B.
Reference Section 01025, Measurement and Payment, for CONTRACTOR acquired
permit requirements. The ENGINEER will furnish signed and sealed sets of Contract
Documents for permit use as required.
C.
The CONTRACTOR shall furnish to the ENGINEER copies of all permits prior to
commencement of Work requiring permits.
1.09
FIELD ENGINEERING
A.
The CONTRACTOR shall employ a Land Surveyor registered in the State of Florida
and acceptable to the ENGINEER. The CONTRACTOR shall locate and protect survey
control and reference points.
B.
Provide Field Engineering Services: Establish elevations, lines, and levels, utilizing
recognized engineering survey practices.
C.
Submit a copy of registered site drawing and certificate signed by the Land Surveyor
that the elevations and locations of the Work are in conformance with the Contract
Documents.
D.
The CONTRACTOR shall provide sketches for ENGINEER's review of all field routed
piping (generally 2-inch and smaller), instrument locations and conduit stub-ups at
equipment.
E.
If dimensions of equipment or piping locations are not shown on the Drawings, the
CONTRACTOR shall coordinate such accordingly with the ENGINEER.
1.10
A.
SITE CONDITIONS
The CONTRACTOR acknowledges that it has investigated prior to bidding and satisfied
itself as to the conditions affecting the Work, including but not restricted to those
bearing upon transportation, disposal, handling and storage of materials, availability of
labor, water, electric power, roads and uncertainties of weather, river stages, tides,
water tables or similar physical conditions at the site, the conformation and conditions
of the ground, the character of equipment and facilities needed preliminary to and
during execution of the Work. The CONTRACTOR further acknowledges that it has
satisfied itself as to the character, quality and quantity of surface and subsurface
materials or obstacles to be encountered insofar as this information is reasonably
ascertainable from an inspection of the site, or any contiguous site, as well as from
information presented by the Drawings and Specifications made a part of this Contract,
WTP 1A WATER STORAGE TANK
01010-5
or any other information made available to it prior to receipt of Bids. Any failure by the
CONTRACTOR to acquaint itself with the available information will not relieve the
CONTRACTOR from responsibility for estimating properly the difficulty or cost of
successfully performing the Work. The COUNTY assumes no responsibility for any
conclusions or interpretations made by the CONTRACTOR on the basis of the
information made available by the COUNTY.
1.11
A.
DIMENSIONS OF EXISTING FACILITIES
Where the dimensions and locations of existing improvements are of critical importance
in the installation or connection of new work, the CONTRACTOR shall verify such
dimensions and locations in the field prior to the fabrication and/or installation of
materials or equipment which are dependent on the correctness of such information.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01010-6
SECTION 01025 – MEASUREMENT AND PAYMENT
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
Payment for the various items in the Schedule of Prices Bid, as further specified herein,
shall include all compensation to be received by the CONTRACTOR for furnishing all
tools, equipment, supplies, and manufactured articles, and for all labor, operations,
taxes, materials, commissions, transportation and handling, bonds, permit fees,
insurance, overhead and profit, and incidentals appurtenant to the items of Work being
described, as necessary to complete the various items of the Work all in accordance
with the requirements of the Contract Documents, including all appurtenances thereto,
and including all costs of compliance with the regulations of public agencies having
jurisdiction, including Safety and Health Requirements of the Occupational Safety and
Health Administration of the U.S. Department of Labor (OSHA). Such compensation
shall also include payment for any loss or damages arising directly or indirectly from the
Work.
B.
The CONTRACTOR's attention is called to the fact that the quotations for the various
items of Work are intended to establish a total price for completing the Work in its
entirety. Should the CONTRACTOR feel that the cost for any item of Work has not
been established by the Schedule of Payment items or this Section, it shall include the
cost for that Work in some other applicable bid item, so that its proposal for the project
does reflect its total price for completing the Work in its entirety.
1.02
A.
SCHEDULE OF PRICES BID
Item No. 1 – Mobilization and Demobilization: Included in this item are all mobilization
activities, including but not limited to scheduling, temporary facilities and all other
activities necessary to prepare to complete the contract work. The payment for
mobilization shall not exceed 3 percent of the Total Bid Price. Payment shall be made
at the contract unit price of a lump sum for mobilization in accordance with the schedule
listed below. This price shall be full compensation for furnishing all materials, for all
labor, equipment, tools, and incidentals necessary to complete the item.
Partial payment shall be made in accordance with the following:
Percent of Original
Contract Amount Earned
5
Allowable Percent of Lump
Sum Price for the Item
25
25
50
50
75
75
90
100
100
Payment will be made under Bid Item No. 1, Mobilization and Demobilization, per lump
sum.
WTP 1A WATER STORAGE TANK
01025 -1
B.
Item No. 2 - Performance and Payment Guaranty Bonds and Insurance: Included in
this item are all performance and payment guaranties required for this contract. This
item shall also include the cost of required insurance for the work as specified in
Section 00800 - General Conditions. The payment for this item shall not exceed 3
percent of the Total Bid Price. Payment shall be made at the contract unit price of a
lump sum for 100 percent of this item, less standard retainage, and may be made upon
execution of the Contract and the submittal of the first payment request.
C.
Item No. 3 - Allowance for Permit Fees Other than Broward County: Included in this
item is a $ 50,000 allowance for permit fees. The City of Lauderdale Lakes permit and
inspection fees may include, but are not limited to: Construction Permits, Building
Permits, Electrical Permits, Plumbing Permits, Mechanical Permits, and any other
associated permit costs as deemed necessary. The CONTRACTOR shall not add any
markup or overhead charges to these fees. The price of the fee paid to the respective
permitting agency shall be full compensation to the CONTRACTOR. All amounts
remaining in this account upon completion of the project shall be credited to the
COUNTY. Documentation verifying actual costs shall be submitted with payment
request.
D.
Item No. 4 – Allowance for L a b o r a t o r y T e s t i n g : Included in this item is a
$3000.00 allowance for laboratory testing (Bac’ts, Geotechnical) required by the
CONTRACT to be performed by the CONTRACTOR. The CONTRACTOR shall not
add any markup or overhead charges to these fees. The price of the fee paid to the
respective t e s t i n g f i r m shall be full compensation to the CONTRACTOR. All
amounts remaining in this item upon completion of the project shall be credited to the
COUNTY. Documentation verifying actual costs shall be submitted with payment
request.
E.
Item No.5 – All Work Required for Installation of the Water Tank and Appurtenances:
Includes all general, demolition, civil, architectural, mechanical, structural, plumbing,
landscaping, irrigation, equipment testing, start-up services, and appurtenant work
required for complete and operable fill, drain and water storage facilities in accordance
with the Contract Documents including all work not covered by other payment items.
F.
Item No. 6 – Electrical and Instrumentation: Lump sum payment for furnishing and
installing all electrical and instrumentation work in accordance with the requirements of
the Contract Documents, including all conduit, wire, panels and pads, relocated light
poles and devices and appurtenances required for a completely functional electrical and
instrumentation system.
G.
Item No. 7 – Furnish & lnstall 24" Restrained Joint Ductile Iron Water Main:
1. Measurement for payment for furnishing and installing Ductile Iron pipe will be
based upon the number of linear feet of pipe constructed as determined by
measurement along the projected centerline of the pipe in place, inclusive of fittings,
valve structures, vaults and casings, megalugs, and any restraints all in accordance
with the requirements of the Contract Documents.
2. Payment for furnishing and installing Ductile Iron pipe will be made at the unit price
per linear foot of pipe named in the Bid Schedule, which shall constitute full
compensation for the complete operation including, but not limited to, providing all
WTP 1A WATER STORAGE TANK
01025 -2
necessary pipe, removal/disposal of existing pipe in trench, restraints and
accessories, concrete pipe supports, dewatering, backfilling, compaction and all
restoration to land/blacktop surface as required.
H.
Item No. 8 – Furnish & lnstall 36" Restrained Joint Ductile Iron Water Main:
1. Measurement for payment for furnishing and installing Ductile Iron pipe will be
based upon the number of linear feet of pipe constructed as determined by
measurement along the projected centerline of the pipe in place, inclusive of fittings,
valve structures, vaults and casings, megalugs, and any restraints all in accordance
with the requirements of the Contract Documents.
2. Payment for furnishing and installing Ductile Iron pipe will be made at the unit price
per linear foot of pipe named in the Bid Schedule, which shall constitute full
compensation for the complete operation including, but not limited to, providing all
necessary pipe, removal/disposal of existing pipe in trench, restraints and
accessories, concrete pipe supports, dewatering, backfilling, compaction and all
restoration to land/blacktop surface as required.
I.
Item No. 9 – Furnish & lnstall 10" PVC Raw Water Main:
1. Measurement for payment for furnishing and installing PVC pipe will be based upon
the number of linear feet of pipe constructed as determined by measurement along
the projected centerline of the pipe in place, inclusive of fittings, valve structures,
vaults and casings, megalugs, and any restraints all in accordance with the
requirements of the Contract Documents.
2. Payment for furnishing and installing PVC pipe will be made at the unit price per
linear foot of pipe named in the Bid Schedule, which shall constitute full
compensation for the complete operation including, but not limited to, providing all
necessary pipe, fittings, removal/disposal of existing pipe in trench, restraints and
accessories, dewatering, backfilling, compaction and all restoration to land/blacktop
surface as required.
J.
Item No. 10 – Furnish & lnstall 15" RCP Storm Drain:
1. Measurement for payment for furnishing and installing RCP pipe will be based upon
the number of linear feet of pipe constructed as determined by measurement along
the projected centerline of the pipe in place, inclusive of fittings, structures, vaults
and casings, gaskets, megalugs, and any restraints all in accordance with the
requirements of the Contract Documents.
2. Payment for furnishing and installing RCP pipe will be made at the unit price per
linear foot of pipe named in the Bid Schedule, which shall constitute full
compensation for the complete operation including, but not limited to, providing all
necessary pipe, fittings, structures, removal/disposal of existing pipe in trench,
restraints and accessories, connections to existing pipe, dewatering, backfilling,
compaction and all restoration to land/blacktop surface as required.
K.
Item No. 11 – Furnish & Install Ductile Iron Fittings:
1. Measurement for payment to furnish and install DIP fittings shall be based on the
number of tons of fittings furnished and installed, all in accordance with the Contract
Documents.
WTP 1A WATER STORAGE TANK
01025 -3
2. Payment for furnishing and installing fittings will be made at the unit price per ton
named in the Bid Schedule, which shall constitute full compensation for the complete
operation including, but not limited to, accessory sets, furnishing, installing, storing,
and transporting the fittings.
L.
Item No. 12 – Furnish & Install 24" Butterfly Valve and Box:
1. Measurement for payment to furnish and install 24” butterfly valves will be based upon
the number of butterfly valves furnished and installed, all in accordance with the
requirements of the Contract Documents.
2. Payment for furnishing and installing butterfly valves will be made at the unit price,
each, named in the Bid Schedule which shall constitute full compensation for the
complete installation including, but not limited to, excavation, dewatering, completed
installation of the valve, including valve box and extension, concrete collar (if required),
backfilling, and compaction.
M.
Item No. 13 – Furnish & Install 24" Flanged Butterfly Valve:
1. Measurement for payment to furnish and install 24” flanged butterfly valve will be
based upon the number of butterfly valves furnished and installed, all in accordance
with the requirements of the Contract Documents.
2. Payment for furnishing and installing flanged butterfly valves will be made at the unit,
each, price named in the Bid Schedule which shall constitute full compensation for the
complete installation.
N.
Item No. 14 – Furnish & Install 36" Butterfly Valve and Box:
1. Measurement for payment to furnish and install 36” butterfly valves will be based upon
the number of butterfly valves furnished and installed, all in accordance with the
requirements of the Contract Documents.
2. Payment for furnishing and installing butterfly valves will be made at the unit price,
each, named in the Bid Schedule which shall constitute full compensation for the
complete installation including, but not limited to, excavation, dewatering, completed
installation of the valve, including valve box and extension, concrete collar (if required),
backfilling, and compaction.
O.
Item No. 15 & 16 – Furnish & Install Tapping Sleeve and Valve:
1. Measurement for payment to furnish and install tapping sleeve and valve will be based
upon the number of tapping sleeves and valves furnished and installed, all in
accordance with the requirements of the Contract Documents.
2. Payment for furnishing and installing tapping sleeves and valves will be made at the unit
price, each, named in the Bid Schedule which shall constitute full compensation for the
complete installation including, but not limited to, completed installation of the tapping
sleeve, valve, valve box and extension, concrete collar (if required), backfilling, and
compaction.
P.
Item No. 17 – Furnish & Install 2” Air Release Valve and Enclosure Box:
1. Measurement for payment to furnish and install air release valve and enclosure box will
be based upon the number of air release valves and boxes furnished and installed, all
in accordance with the requirements of the Contract Documents.
WTP 1A WATER STORAGE TANK
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2. Payment for furnishing and installing an air release valve and enclosure box will be
made at the unit price, each, named in the Bid Schedule which shall constitute full
compensation for the complete installation including, but not limited to, completed
installation of the valve, valve piping and box, extension (if required), concrete collar,
backfilling, and compaction.
Q.
Item No. 18 – Remove and Dispose of 10” ACP Raw Water Main:
1. Measurement for payment to remove and dispose of existing 10” ACP water main will
be based upon the number of linear feet of pipe, fittings and valves removed, all in
accordance with the Contract Documents.
2. Payment for removal and disposal of ACP pipe will be made at the unit price per linear
foot of pipe named in the Bid Schedule, which shall constitute full compensation for the
complete operation including, but not limited to, excavation, dewatering, the removal
and disposal of pipe, fittings and valves, including backfilling and compacting the
trenches, connecting to new pipelines and restoration.
R.
Item No. 19 – Remove and Dispose of 15” RCP and 10”, 12” and 24” Iron Water Main:
1. Measurement for payment to remove and dispose of existing 15” RCP storm water pipe
and 10”, 12” and 24” iron water main will be based upon the number of linear feet of
pipe, fittings and valves removed, all in accordance with the Contract Documents.
2. Payment for removal and disposal of the specified pipe will be made at the unit price
per linear foot of pipe named in the Bid Schedule, which shall constitute full
compensation for the complete operation including, but not limited to, excavation,
dewatering, the removal and disposal of pipe, fittings and valves, including backfilling
and compacting the trenches, connecting to new pipelines or plugging remaining ends
of pipelines as required and restoration.
S.
Item No. 20 - Removal and Disposal of Underground Utilities: This item includes all work
and materials required to remove and dispose of existing abandoned underground utilities
encountered during the installation of facilities under this contract which are not identified
on the Drawings. Work shall include plugging remaining ends of pipelines removed.
Utilities up to and including twelve inches in diameter are included in this payment item.
All work shall be authorized in writing in advance, by the COUNTY. Payment will be made
at the unit price per linear foot named in the Bid Schedule. All amounts remaining in this
item upon completion of the project shall be credited to the COUNTY by Change Order.
T.
Item No. 21 - Over-excavation of Unsuitable Material and Backfill: This item includes all
work and materials required for removal of unsuitable or contaminated material which may
be encountered below the trench, disposal of the unsuitable materials, and backfill and
compaction of suitable material to the trench bottom. Measurement of excavation below
normal grade and backfill for trench excavation will extend only downward from eight
inches below the outside of the pipe to a depth determined by the ENGINEER and for a
width equal to the outside diameter of the pipe plus two feet. No material, which may run
or flow into the excavation from outside the payment limits shall be measured for payment.
All work shall be authorized in writing in advance, by the COUNTY. Payment will be made
at the unit price named in the Bid Schedule. All amounts remaining in this item upon
completion of the project shall be credited to the COUNTY by Change Order.
U.
Item No. 22 – Furnish & Install New and Modify Existing Maintenance Access Structures:
This item includes all work and materials required to provide new and modify existing
WTP 1A WATER STORAGE TANK
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maintenance access structures as shown on the Drawings and required for a completely
functional storm drainage system, which shall constitute full compensation for the
complete operation including, but not limited to, excavation, dewatering, backfilling and
compacting the excavation, connecting to new pipelines and restoration. Payment will be
made at the lump sum price named in the Bid Schedule.
V.
Item No. 23 – Furnish & Install Decorative Fence and 24 Foot Gate: This item includes all
work and materials required to provide a new decorative fence and gate as shown on the
Drawings and required for a complete fence and gate, which shall constitute full
compensation for the complete fence including, but not limited to, excavation,
reinforcement, concrete footings and all restoration and all else necessary for a complete
and functional installation. Payment shall be made at the unit price per linear foot named
in the Bid Schedule.
1.03
SCHEDULE OF PAYMENT VALUES
A.
The CONTRACTOR shall submit a Schedule of Payment Values for review with the
return of the executed CONTRACT to the COUNTY. The schedule shall contain the
installed value of the component parts of Work for the purpose of making progress
payments during the construction period.
B.
The schedule shall be given in sufficient detail for proper identification of Work
accomplished. The Schedule of Payment Values shall directly correlate to each activity
outlined in the construction progress schedule and the construction network analysis
(specified in the Section 01300, Submittals) to accurately relate construction progress
to the requested payment. Each item shall include its proportional share of all costs
including the CONTRACTOR's overhead, contingencies and profit. The sum of all
scheduled items shall equal the total value of the Contract.
C.
If the CONTRACTOR anticipates the need for payment for materials stored on the
project site, it shall also submit a separate list covering the cost of materials, delivered
and unloaded with taxes paid. This list shall also include the installed value of the item
with coded reference to the Work items in the Schedule of Payment Values. Similar
procedures shall be employed for undelivered specifically manufactured equipment and
materials as specified herein. Payment for stored materials shall comply with
requirements of the General Conditions.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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SECTION 01070 - ABBREVIATIONS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Wherever in these specifications references are made to the standards, specifications,
or other published data of the various national, regional, or local organizations, such
organizations may be referred to by their acronym or abbreviation only. As a guide to
the user of these specifications, the following acronyms or abbreviations which may
appear in these specifications shall have the meanings indicated herein.
ABBREVIATIONS AND ACRONYMS
AAMA
AASHTO
ACI
ACOE
ACPA
AFBMA
AGMA
AHGDA
AI
AIA
AIEE
AISC
AISI
AITC
AMCA
ANSI
APA
API
APHA
APWA
ASA
ASAE
ASCE
ASHRAE
ASLE
ASME
ASMM
ASSE
ASTM
AWPA
AWPI
AWS
AWWA
BCEP&GM
Architectural Aluminum Manufacturer's Association
American Association of the State Highway and Transportation Officials
American Concrete Institute
Army Corps of Engineers
American Concrete Pipe Association
Anti-Friction Bearing Manufacturer's Association, Inc.
American Gear Manufacturer's Association
American Hot Dip Galvanizers Association
The Asphalt Institute
American Institute of Architects
American Institute of Electrical Engineers
American Institute of Steel Construction
American Iron and Steel Institute
American Institute of Timber Construction
Air Moving and Conditioning Association
American National Standards Institute, Inc.
American Plywood Association
American Petroleum Institute
American Public Health Association
American Public Works Association
Acoustical Society of America
American Society of Agriculture Engineers
American Society of Civil Engineers
American Society of Heating, Refrigerating, and Air-Conditioning
Engineers
American Society of Lubricating Engineers
American Society of Mechanical Engineers
Architectural Sheet Metal Manual
American Society of Sanitary Engineers
American Society for Testing and Materials
American Wood Preservers Association
American Wood Preservers Institute
American Welding Society
American Water Works Association
Broward County Environmental Protection & Growth Management
WTP 1A WATER STORAGE TANK
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BCHD
BHMA
CMA
CRSI
DIPRA
EIA
ETL
FBC
FDEP
FDOT
FS
IEEE
IES
IPCEA
ISA
ISO
MBMA
MTI
NAAM
NACE
NBS
NEC
NEMA
NFPA
NIOSH
NRCA
OSHA
PCA
SMACCNA
SSPC
SSPWC
SFWMD
UL
Broward County Health Department
Builders Hardware Manufacturer's Association
Concrete Masonry Association
Concrete Reinforcing Steel Institute
Ductile Iron Pipe Research Association
Electronic Industries Association
Electrical Test Laboratories
Florida Building Code
Florida Department of Environmental Protection
Florida Department of Transportation
Federal Specifications
Institute of Electrical and Electronics Engineers
Illuminating Engineering Society
Insulated Power Cable Engineers Association
Instrument Society of America
International Organization for Standardization
Metal Building Manufacturer's Association
Marine Testing Institute
National Association of Architectural Metal Manufacturer's
National Association of Corrosion Engineers
National Bureau of Standards
National Electrical Code
National Electrical Manufacturer's Association
National Fire Protection Association
National Institute of Occupational Safety and Health
National Roofing Contractors Association
Occupational Safety and Health Administration
Portland Cement Association
Sheet Metal and Air Conditioning Contractors National Association
Steel Structures Painting Council
Standard Specifications for Public Works Construction
South Florida Water Management District
Underwriters Laboratories, Inc.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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SECTION 01090 – REFERENCE STANDARDS
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
Titles of Sections and Paragraphs: Captions accompanying specification sections and
paragraphs are for convenience of reference only, and do not form a part of the
Specifications.
B.
Applicable Publications: Whenever in these Specifications references are made to
published specifications, codes, standards, or other requirements, it shall be
understood that wherever no date is specified, only the latest specifications, standards,
or requirements of the respective issuing agencies which have been published as of the
date of the opening of bids, shall apply; except to the extent that said standards or
requirements may be in conflict with applicable laws, ordinances, or governing codes.
No requirements set forth herein or shown on the Drawings shall be waived because of
any provision of, or omission from, said standards or requirements.
C.
Specialists, Assignments: In certain instances, Specification text requires (or implies)
that specific work is to be assigned to specialists or expert entities, who must be
engaged for the performance of that work. Such assignments shall be recognized as
special requirements over which the CONTRACTOR has no choice or option. These
requirements shall not be interpreted so as to conflict with the enforcement of building
codes and similar regulations governing the Work; also they are not intended to
interfere with local union jurisdiction settlements and similar conventions. Such
assignments are intended to establish which party or entity involved in a specific unit of
work is recognized as "expert" for the indicated construction processes or operations.
Nevertheless, the final responsibility for fulfillment of the entire set of contract
requirements remains with the CONTRACTOR.
1.02
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A.
Without limiting the generality of other requirements of the specifications, all work
specified herein shall conform to or exceed the requirements of all applicable codes.
B.
References herein to "Building Code" shall mean the Florida Building Code (FBC). The
latest edition of the code as approved and used by the local agency as of the date of
the Notice to Proceed, as adopted by the agency having jurisdiction, shall apply to the
Work herein, including all addenda, modifications, amendments, or other lawful
changes thereto.
C.
In case of conflict between codes, reference standards, Drawings and the other
Contract Documents, the most stringent requirements shall govern. All conflicts shall
be brought to the attention of the ENGINEER for clarification and directions prior to
ordering or providing any materials or labor. The CONTRACTOR shall follow the most
stringent requirements.
D.
Applicable Standard Specifications: The CONTRACTOR shall construct the Work
specified herein in accordance with the requirements of the Contract Documents and
WTP 1A WATER STORAGE TANK
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the referenced portions of those referenced codes, standards, and Specifications listed
herein.
E.
References herein to "OSHA Regulations for Construction" shall mean Title 29, Part
1926, Construction Safety and Health Regulations, Code of Federal Regulations
(OSHA), including all changes and amendments thereto.
F.
References herein to "OSHA Standards" shall mean Title 29, Part 1910, Occupational
Safety and Health Standards, Code of Federal Regulations (OSHA), including all
changes and amendments thereto.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not used)
-END OF SECTION-
WTP 1A WATER STORAGE TANK
01090-2
SECTION 01300 - SUBMITTALS
PART 1 -- GENERAL
1.01
A.
THE REQUIREMENT
This section specifies the means of all submittals. All submittals, whether their final
destination is to the COUNTY, ENGINEER, or other representatives of the COUNTY, shall
be directed through the ENGINEER. A general summary of the types of submittals and
the number of copies required is as follows:
Copies to ENGINEER
4
4
4
4
6
2
2
2*
Type of Submittal
Progress Schedule
Construction Schedule
Schedule of Payment Items
Progress Estimates
Shop Drawings
Certificates of Compliance
Warranties
Product Samples
* Unless otherwise required in the specific Section where requested.
1.02
SUBMITTAL PROCEDURES
A.
Transmit each submittal with a form acceptable to the ENGINEER, clearly identifying the
project CONTRACTOR, the enclosed material and other pertinent information specified in
other parts of this section. Identify variations from Contract Documents and Product or
system limitations which may be detrimental to successful performance of the completed
Work.
B.
Revise and resubmit submittals as required, identify all changes made since previous
submittals. Resubmittals shall be noted as such.
C.
Distribute copies of reviewed submittals to concerned parties. Instruct parties to promptly
report any inability to comply with provisions.
1.03
A.
CONSTRUCTION PROGRESS SCHEDULE
The CONTRACTOR shall have the capability of preparing and utilizing the specified
construction progress scheduling techniques. A statement of capability shall be submitted
in writing to the ENGINEER with the return of the executed Agreement to the COUNTY
and will verify that either the CONTRACTOR's organization has in-house capability
qualified to use the technique or that the CONTRACTOR employs a consultant who is so
qualified. Capability shall be verified by description of the construction projects to which
the CONTRACTOR or its consultant has successfully applied the scheduling technique
and which were controlled throughout the duration of the project by means of systematic
use and updating of the construction progress schedule, the network analysis and
associated reports. The submittal shall include the name of the individual on the
CONTRACTOR's staff who will be responsible for the construction progress schedule and
WTP 1A WATER STORAGE TANK
01300-1
associated reports and for providing the required updating information of same. The
CONTRACTOR shall submit its proposed progress schedule to the ENGINEER for review
and comment at least 5 days prior to the pre-construction conference.
B.
Each computer-generated construction progress schedule and associated report shall
include the following tabulations: a list of activities in numerical order, a list of activity
precedence, schedules sequenced by Early Start Date, Total Float, and Late Start Date.
C.
In addition, each construction progress schedule, network analysis and report shall be
prefaced with the following summary data:
1.
Contract Name and Number
2.
CONTRACTOR's Name
3.
Contract Duration and Float
4.
Contract Schedule with critical path
5.
The Effective or Starting Date of The Schedule (the date indicated in the
Notice-to-Proceed)
D.
The work day to calendar date correlation shall be based on an 8-hour day and 40-hour
week with adequate allowance for holidays, adverse weather and all other special
requirements of the Work. Normal work hours are Monday through Friday, 8:00 am to 4:30
pm.
E.
If the CONTRACTOR desires to make changes in its method of operating which affect the
construction progress schedule and related items, it shall notify the ENGINEER in writing
stating what changes are proposed and the reason for the change. If the ENGINEER
accepts these changes, in writing, the CONTRACTOR shall revise and submit, without
additional cost to the COUNTY, all of the affected portions of the construction progress
schedule, and associated reports. The construction progress schedule and related items
shall be adjusted by the CONTRACTOR only after prior acceptance, in writing by the
ENGINEER. Adjustments may consist of changing portions of the activity sequence,
activity durations, division of activities, or other adjustments as may be required. The
addition of extraneous, nonworking activities and activities which add restraints to the
construction progress schedule shall not be accepted.
F.
Except where earlier completions are specified, schedule dates which show completion of
all Work prior to the contract completion date shall, in no event, be the basis for claim for
delay against the COUNTY by the CONTRACTOR.
G.
Construction progress schedules and related items which contain activities showing
negative float or which extend beyond the contract completion date will be accepted only
upon the condition that the CONTRACTOR will comply with recovery schedule
requirements as specified in paragraph H below.
H.
Whenever it becomes apparent from the current construction progress schedule and
associated reports that delays to the critical path have resulted and the contract
completion date will not be met, or when so directed by the ENGINEER, the
WTP 1A WATER STORAGE TANK
01300-2
CONTRACTOR shall take some or all of the following actions at no additional cost to the
COUNTY. They shall submit to the ENGINEER for approval, a written statement of the
steps they intend to take to remove or arrest the delay to the critical path in the current
construction progress schedule.
1.
Increase construction staff in such quantities and crafts as will substantially
eliminate the backlog of work.
2.
Increase the number of working hours per shift, shifts per day, working days per
week, the amount of construction equipment, or any combination of the foregoing,
sufficiently to substantially eliminate the backlog of work.
3.
Reschedule activities to achieve maximum practical concurrence
accomplishment of activities, and comply with the revised schedule.
of
I.
If when so requested by the ENGINEER, the CONTRACTOR should fail to submit a
written statement of the steps they intend to take or should fail to take such steps as
reviewed and accepted in writing by the ENGINEER, the ENGINEER may direct the
CONTRACTOR to increase the level of effort in staffing (trades), equipment and work
schedule (overtime, weekend and holiday work, etc.) to be employed by the
CONTRACTOR in order to remove or arrest the delay to the critical path in the current
construction progress schedule, and the CONTRACTOR shall promptly provide such level
of effort at no additional cost to the COUNTY.
J.
If the completion of any activity, whether or not critical, falls more than 100 percent behind
its previously scheduled and accepted duration, the CONTRACTOR shall submit for
approval a schedule adjustment showing each such activity divided into two activities
reflecting completed versus uncompleted work.
K.
Shop drawings which are not approved on the first submittal or within the time scheduled,
and equipment which does not pass the specified tests and certifications shall be
immediately rescheduled.
L.
The contract time will be adjusted only in accordance with the General Requirements and
other portions of the Contract Documents as may be applicable. If the ENGINEER finds
that the CONTRACTOR is entitled to any extension of the contract completion date, the
ENGINEER's determination as to the total number of days extension shall be based upon
the current construction progress schedule and on all data relevant to the extension.
Such data shall be included in the next updating of the schedule and related items. Actual
delays in activities which, according to the construction progress schedule, do not affect
any contract completion date will not be the basis for a change therein.
M.
From time to time it may be necessary for the contract schedule of completion time to be
adjusted by the COUNTY in accordance with the General Requirements and other
portions of the Contract Documents as may be applicable. Under such conditions, the
ENGINEER will direct the CONTRACTOR to reschedule the Work or contract completion
time to reflect the changed conditions, and the CONTRACTOR shall revise the
construction progress schedule and related items accordingly, at no additional cost to the
COUNTY.
N.
Available float time may be used by the COUNTY through the COUNTY's ENGINEER.
WTP 1A WATER STORAGE TANK
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O.
The COUNTY controls the float time and, therefore, without obligation to extend either the
overall completion date or any intermediate completion dates, the COUNTY may initiate
changes that absorb float time only. COUNTY initiated changes that affect the critical
path on the network diagram shall be the sole grounds for extending the completion dates.
CONTRACTOR initiated changes that encroach on the float time may be accomplished
only with the COUNTY's concurrence. Such changes, however, shall give way to
COUNTY initiated changes competing for the same float time.
P.
To the extent that the construction project schedule, or associated report or any revision
thereof shows anything not jointly agreed upon or fails to show anything jointly agreed
upon, it shall not be deemed to have been accepted by the ENGINEER. Failure to include
on a schedule any element of Work required for the performance of this Contract shall not
excuse the CONTRACTOR from completing all Work required within any applicable
completion date, not withstanding the review of the schedule by the ENGINEER.
Q.
Review and acceptance of the construction progress schedule, and related reports, by the
ENGINEER is advisory only and shall not relieve the CONTRACTOR of the responsibility
for accomplishing the Work within the contract completion date. Omissions and errors in
the construction progress schedule, and related reports shall not excuse performance less
than that required by the Contract and in no way make the ENGINEER an insurer of the
CONTRACTOR's success or liable for time or cost overruns flowing from any
shortcomings in the construction progress schedule, and related reports.
R.
The CONTRACTOR shall present and discuss the proposed schedule at the
preconstruction conference.
S.
The construction progress schedule shall be based upon the precedence diagramming
method of scheduling and shall be prepared in the form of a horizontal bar chart showing
in detail the proposed sequence of the Work and identifying all construction activities
included but not limited to yard piping, all structures and all related Work specified herein
to be performed under the Contract. The schedule shall be time scaled, identifying the
first day of each week, with the estimated date of starting and completion of each stage of
the Work in order to complete the project within the contract time. The project critical path
shall be clearly identified.
T.
The progress schedule shall be plotted on 22-inch by 34-inch and 11-inch by 17-inch
paper and shall be revised and updated monthly, depicting progress through the last day
of the current month and scheduled progress through completion. Six up to date copies of
the schedule shall be submitted along with the application for monthly progress payments
for the same period.
U.
The construction progress schedule shall be developed and maintained using Primavera
and Primavision software as manufactured by Primavera Systems, Inc., or equal.
1.04
A.
SCHEDULE OF PAYMENT ITEMS
The CONTRACTOR shall submit a Schedule of Payment Items for review prior to the
preconstruction meeting. The schedule shall contain the installed value of the component
parts of Work for the purpose of making progress payments during the construction period
WTP 1A WATER STORAGE TANK
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and shall directly correlate on an item by item basis (unless otherwise accepted by the
ENGINEER) to each individual activity detailed in the construction progress schedule.
The sum of all scheduled items shall equal the total value of the Contract. Reference the
Section 01025, Measurement and Payment, for further details.
B.
If the CONTRACTOR anticipates the need for payment for materials stored on the project
site, it shall also submit a separate list covering the cost of materials, delivered and
unloaded with taxes paid. This list shall also include the installed value of the item with
coded reference to the Work items in the Schedule of Payment Items, all in accordance
with the general provisions of the contract..
C.
The CONTRACTOR shall expand or modify the above schedule and materials listing as
required by the ENGINEER's initial or subsequent reviews.
1.05
PROGRESS PAYMENT APPLICATIONS
A. Applications for payments shall be made to the ENGINEER for review in accordance with
Article 5 of the Contract.
1.06
SHOP DRAWINGS
A.
The CONTRACTOR shall submit for review shop drawings for concrete reinforcement,
structural details, piping layout and appurtenances, wiring, color selection charts,
materials and equipment fabricated especially for this Contract, and materials and
equipment for which such Drawings are specified or specifically requested by the
ENGINEER.
B.
Shop drawings shall show the principal dimensions, weight, structural and operating
features, space required, clearances, type and/or brand of finish or shop coat, grease
fittings, etc., depending on the subject of the Drawings.
C.
When so specified, or if considered by the ENGINEER to be acceptable, the
manufacturer's specifications, catalog data, descriptive matter, illustrations, etc. may be
submitted for review in place of shop drawings. In such case, the requirements shall be
as specified for shop drawings, insofar as applicable.
D.
The CONTRACTOR shall be responsible for the prompt submittal of all shop drawings so
that there shall be no delay to the Work due to the absence of such Drawings. The
ENGINEER will review the shop drawings within 21 calendar days of receipt of such
Drawings. Reviewed shop drawings will be returned to the CONTRACTOR by regular
mail, posted no later than 21 days after receipt.
E.
Time delays caused by rejection of submittals are not cause for extra charges to the
COUNTY or time extensions.
F.
Requirements: All shop drawings shall be submitted to the ENGINEER through the
CONTRACTOR. The CONTRACTOR is responsible for obtaining shop drawings from
their subcontractors and returning reviewed Drawings to them. All shop drawings shall be
prepared on standard size, 24-inch by 36-inch sheets. All Drawings shall be clearly
marked with the name of the project, COUNTY, CONTRACTOR, and building, equipment,
or structure to which the drawing applies. Drawings shall be suitably numbered and
WTP 1A WATER STORAGE TANK
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stamped by the CONTRACTOR. Each shipment of Drawings shall be accompanied by a
letter of transmittal giving a list of the drawing numbers and the names mentioned above.
G.
Product Data: Where manufacturer's publications in the form of catalogs, brochures,
illustrations, or other data sheets are submitted in lieu of prepared shop drawings, such
submission shall specifically indicate the particular item offered. Identification of such
items and relative pertinent information shall be made with indelible ink. Submissions
showing only general information will not be accepted.
H.
Product data shall include materials of construction, dimensions, performance
characteristics, capacities, wiring diagrams, piping and controls, etc.
I.
Warranties: When warranties are called for, a sample of the warranty shall be submitted
with the shop drawings. The sample warranty shall be the same form that will be used for
the actual warranty. Actual warranties shall be originals and notarized.
J.
Work Prior to Review: No material or equipment shall be purchased, fabricated especially
for this Contract, or delivered to the project site until the required shop drawings have
been submitted, processed and marked either "FURNISH AS SUBMITTED" or "FURNISH
AS CORRECTED". All materials and Work involved in the construction shall be as
represented by said Drawings.
K.
The CONTRACTOR shall not proceed with any portion of the Work (such as the
construction of foundations) for which the design and details are dependent upon the
design and details of equipment for which submittal review has not been completed.
L.
CONTRACTOR's Review: Only submittals which have been checked and corrected
should be submitted to the CONTRACTOR by its subcontractors and vendors. Prior to
submitting shop drawings to the ENGINEER, the CONTRACTOR shall check thoroughly
all such Drawings to satisfy itself that the subject matter thereof conforms to the Drawings
and Specifications in all respects. Drawings which are correct shall be marked with the
date, checker's name and indications of the CONTRACTOR's approval, and then shall be
submitted to the ENGINEER. Other Drawings submitted to the ENGINEER will be
returned to the CONTRACTOR unreviewed.
M.
CONTRACTOR's Responsibility: The ENGINEER’S review of shop drawings will be
general and shall not relieve the CONTRACTOR of the responsibility for details of design,
dimensions, etc., necessary for proper fitting and construction of the Work required by the
Contract and for achieving the specified performance.
N.
CONTRACTOR's Modifications: For submissions containing departures from the Contract
Documents, the CONTRACTOR shall include proper explanation in their letter of
transmittal. Should the CONTRACTOR submit for review equipment that requires
modifications to the structures, piping, layout, etc. detailed on the Drawings, he shall also
submit for review details of the proposed modifications. If such equipment and
modifications are accepted, the CONTRACTOR, at no additional cost to the COUNTY,
shall do all Work necessary to make such modifications.
O.
Substitutions: Whenever a particular brand or make of material, equipment, or other item
is specified, or is indicated on the Drawings, it is for the purpose of establishing a standard
of quality, design, and type desired and to supplement the detailed specifications. Any
WTP 1A WATER STORAGE TANK
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other brand or make which is equivalent to that specified or indicated may be offered as a
substitute subject to the following provisions:
1.
The CONTRACTOR shall submit for each proposed substitution sufficient details,
complete descriptive literature, and performance data together with samples of the
materials, where feasible, to enable the ENGINEER to determine if the proposed
substitution is equal, in all respects including, but not limited to, quality,
performance, ease of maintenance, availability of spare parts, and experience
record.
2.
The CONTRACTOR shall submit certified tests, where applicable, by an
independent laboratory attesting that the proposed substitution is equal.
3.
A list of installations where the proposed substitution is equal. Such listing shall
cover a minimum of the previous five years and will furnish project names and
contact phone numbers.
4.
Where the acceptance of a substitution requires excessive review by the
ENGINEER, revision or redesign of any part of the Work, all such additional review
costs, revisions and redesign, and all new Drawings and details required therefore,
shall be at the CONTRACTOR's expense.
5.
In all cases the ENGINEER shall be the sole judge as to whether a proposed
substitution is to be accepted. The CONTRACTOR shall abide by the ENGINEER's
decision when proposed substitute items are judged to be unacceptable and shall in
such instances furnish the item as specified. No substitute items shall be used in
the Work without written acceptance of the ENGINEER.
6.
Acceptance of any proposed substitution shall in no way release the
CONTRACTOR from any of the provisions of the Contract Documents.
7.
COUNTY may require, at CONTRACTOR's expense, a special performance
guarantee or other surety with respect to any substitute.
P.
Complete Submittals: Each submittal shall be complete in all aspects incorporating all
information and data required to evaluate the products' compliance with the Contract
Documents. Partial or incomplete submissions shall be returned to the CONTRACTOR
without review.
Q.
Shop Drawing Distribution: The CONTRACTOR shall submit a minimum of 6 copies of all
shop drawings to the ENGINEER for review. Shop drawings will be reviewed, stamped
and distributed with the appropriate box checked either "FURNISH AS SUBMITTED",
"FURNISH AS CORRECTED" or "REVISE AND RESUBMIT". The distribution of
processed shop drawings will be as follows:
1.
Drawings Marked "FURNISH AS SUBMITTED" or "FURNISH AS CORRECTED"
3 copies returned to the CONTRACTOR
3 copies transmitted to the COUNTY (shop drawing reviewer, field personnel)
WTP 1A WATER STORAGE TANK
01300-7
2.
Drawings Marked "REVISE AND RESUBMIT"
2 copies returned to the CONTRACTOR
2 copies remain at the ENGINEER's office
1 copy remains with the shop drawing reviewer
1 copy will be discarded
R.
1.07
If the CONTRACTOR requires additional copies of returned shop drawings, it shall include
extra Drawings in its original submittal. The ENGINEER will process the Drawings and
return them to the CONTRACTOR.
WARRANTIES
A.
Warranties called for in the Contract Documents shall be originals and submitted to the
COUNTY through the ENGINEER. When warranties are required they shall be submitted
prior to request for payment.
B.
When advance copies of warranties are requested, they shall be submitted with, and
considered as shop drawings.
1.08
A.
1.09
CERTIFICATES
Four copies of certificates of compliance and test reports shall be submitted for requested
items to the ENGINEER prior to request for payment.
PRODUCT SAMPLES
A.
CONTRACTOR shall furnish for review all product samples as required by the Contract
Documents or requested by the ENGINEER to determine compliance with the
specifications.
B.
Samples shall be of sufficient size or quantity to clearly illustrate the quality, type, range of
color, finish or texture and shall be properly labeled to show complete project
identification, the nature of the material, trade name of manufacturer and location of the
Work where the material represented by the sample will be used.
C.
Samples shall be checked by the CONTRACTOR for conformance to the Contract
Documents before being submitted to the ENGINEER and shall bear the
CONTRACTOR's stamp certifying that they have been so checked. Transportation
charges on samples submitted to the ENGINEER shall be prepaid by the CONTRACTOR.
D.
ENGINEER's review will be for compliance with the Contract Documents, and its
comments will be transmitted to the CONTRACTOR with reasonable promptness.
E.
Acceptable samples will establish the standards by which the completed Work will be
judged.
WTP 1A WATER STORAGE TANK
01300-8
1.10
RECORD DRAWINGS
A.
The CONTRACTOR shall keep and maintain, at the job site, one record set of Drawings.
On these, it shall mark all project conditions, locations, configurations, and any other
changes or deviations which may vary from the details represented on the original
Contract Drawings, including buried or concealed construction and utility features which
are revealed during the course of construction. Special attention shall be given to
recording the horizontal and vertical location of all buried utilities that differ from the
locations indicated, or which were not indicated on the Drawings. Said record drawings
shall be supplemented by detailed sketches as necessary or directed to indicate, fully, the
Work as actually constructed. These master record drawings of the CONTRACTOR's
representation of as-built conditions, including all revisions made necessary by addenda
and change orders shall be maintained up-to-date during the progress of the Work.
B.
At a minimum the record drawings shall be reviewed on the 20th working day of every
third month after the month in which the Second Notice-to-Proceed is given as well as on
completion of Work. Failure to maintain the record drawings up-to-date shall be grounds
of withholding monthly progress payments until such time as the record drawings are
brought up-to-date.
C.
Record drawings shall be accessible to the ENGINEER at all times during the construction
period.
D.
Final payment will not be acted upon until the CONTRACTOR-prepared record drawings
have been delivered to the ENGINEER. Said up-to-date record drawings shall be in the
form of a set of prints with carefully plotted information overlaid in pencil.
E.
Upon substantial completion of the Work and prior to final acceptance, the
CONTRACTOR shall finalize and deliver a complete set of record drawings to the
ENGINEER for transmittal to the COUNTY, conforming to the construction records of the
CONTRACTOR. This set of drawings shall consist of corrected drawings showing the
reported location of the Work. The information submitted by the CONTRACTOR and
incorporated in the Record Drawings will be assumed to be correct, and the ENGINEER
will not be responsible for the accuracy of such information, and for any errors or
omissions which may appear on the Record Drawings as a result.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
WTP 1A WATER STORAGE TANK
01300-9
-
END SECTION -
WTP 1A WATER STORAGE TANK
01300-10
SECTION 01400 – QUALITY CONTROL
PART 1 -- GENERAL
1.01
OBSERVATION AT PLACE OF MANUFACTURE
A.
Unless otherwise specified, all products, materials, and time and equipment shall be
subject to observation by the ENGINEER at the place of manufacture.
B.
The presence of the ENGINEER at the place of manufacture however, shall not relieve
the CONTRACTOR of the responsibility for furnishing products, materials, and
equipment which comply with all requirements of the Contract Documents. Compliance
is a duty of the CONTRACTOR, and said duty shall not be avoided by any act or
omission on the part of the ENGINEER.
1.02
SAMPLING AND TESTING
A.
Unless otherwise specified, all sampling and testing shall be in accordance with the
methods prescribed in the current standards of the ASTM, as applicable to the class
and nature of the article or materials considered; however, the COUNTY reserves the
right to use any generally-accepted system of sampling and testing which, in the
opinion of the ENGINEER will insure the COUNTY that the quality of the Work is in full
accordance with the Contract Documents.
B.
Any waiver by the COUNTY of any specific testing or other quality assurance
measures, whether or not such waiver is accompanied by a guarantee of substantial
performance as a relief from the specified testing or other quality assurance
requirements as originally specified, and whether or not such guarantee is
accompanied by a performance bond to assure execution of any necessary corrective
or remedial Work, shall not be construed as a waiver of any requirements of the
Contract Documents.
C.
Notwithstanding the existence of such waiver, the ENGINEER reserves the right to
make independent investigations and tests and failure of any portion of the Work to
meet any of the requirements of the Contract Documents, shall be reasonable cause for
the ENGINEER to require the removal or correction and reconstruction of any such
Work in accordance with the General Conditions.
1.03
SITE INVESTIGATION AND CONTROL
A.
The CONTRACTOR shall verify all dimensions in the field and shall check field
conditions continuously during construction. The CONTRACTOR shall be solely
responsible for any inaccuracies built into the Work due to its failure to comply with this
requirement.
B.
The CONTRACTOR shall inspect related and appurtenant Work and shall report in
writing to the ENGINEER any conditions which will prevent proper completion of the
Work. Failure to report any such conditions shall constitute acceptance of all site
conditions, and any required removal, repair, or replacement caused by unsuitable
conditions shall be performed by the CONTRACTOR within the scope of the Project.
WTP 1A WATER STORAGE TANK
01400-1
1.04
OBSERVATION AND TESTING
A.
Unless otherwise specified, the CONTRACTOR shall employ and pay for the services
of an independent testing laboratory for specified testing as specified by the
ENGINEER.
B.
The work or actions of the testing laboratory shall in no way relieve the CONTRACTOR of
its obligations under the Contract. The laboratory testing work will include such
observations and testing required by the Contract Documents, existing laws, codes,
ordinances, etc. The testing laboratory will have no authority to change the requirements
of the Contract Documents, nor perform, accept or approve any of the CONTRACTOR's
Work.
C.
The CONTRACTOR shall allow the ENGINEER ample time and opportunity for field
observation and testing materials and equipment to be used in the Work. The
CONTRACTOR shall advise the ENGINEER promptly upon placing orders for materials
and equipment so that arrangements may be made, if desired, for observation before
shipment from the place of manufacture. The CONTRACTOR shall at all times furnish
the ENGINEER and its representatives, facilities including labor, and allow proper time
for inspecting and testing materials, equipment, and quality of work.
The
CONTRACTOR must anticipate that possible delays may occur in the execution of its
work due to the necessity of materials and equipment being inspected and accepted for
use. The CONTRACTOR shall furnish, at its own expense, all samples of materials
required by the ENGINEER for testing, and shall make its own arrangements for
providing water, electric power, or fuel for the various observations and tests of
structures and equipment.
D.
The COUNTY will bear the cost of all tests, observations, or investigations undertaken
by the order of the ENGINEER for the purpose of determining conformance with the
Contract Documents if such tests, observations, or investigations are not specifically
required by the Contract Documents, and if conformance is ascertained thereby.
Whenever nonconformance is determined by the ENGINEER as a result of such tests,
observations, or investigations, the CONTRACTOR shall bear the full cost of any
additional tests and investigations, which are ordered by the ENGINEER to ascertain
subsequent conformance with the Contract Documents.
1.05
RIGHT OF REJECTION
A.
The ENGINEER, acting for the COUNTY, shall have the right, at all times and places, to
reject any articles or materials to be furnished hereunder which, in any respect, fail to
meet the requirements of the Contract Documents, regardless of whether the defects in
such articles or materials are detected at the point of manufacture or after completion of
the Work at the site. If the ENGINEER or its representative, through an oversight or
otherwise, has accepted materials or Work which is defective or which is contrary to the
Contract Documents, such materials, no matter in what stage or condition of
manufacture, delivery, or erection, may be subsequently rejected by the ENGINEER for
the COUNTY.
B.
The CONTRACTOR shall promptly remove rejected articles or materials from the site of
the Work after notification of rejection. All costs of removal and replacement of rejected
articles or materials as specified herein shall be borne by the CONTRACTOR.
WTP 1A WATER STORAGE TANK
01400-2
1.06
OTHER CONSTRUCTION CONSIDERATIONS
A.
Sleeves and Openings: The CONTRACTOR shall provide all openings, chases, etc., to
fit its own work and that of any other subcontractors and CONTRACTOR's. All such
openings or chases shown on the Contract Drawings, or reasonably implied thereby, or
as confirmed or modified by acceptable shop, setting or erecting drawings, shall be
provided by the CONTRACTOR.
B.
Where pipes or conduits are to pass through slabs or walls, or where equipment frames
or supports are to be installed as integral part of an opening, the sleeves, openings,
forms or frames shall be furnished by the installer of the pipes, conduits or equipment,
but shall be placed by the CONTRACTOR. Where hanger inserts, anchor bolts and
similar items are to be embedded in concrete as an integral part of a slab or wall, they
shall be furnished by the installer of the pipe or other equipment requiring the hanger,
etc., but shall be placed by the CONTRACTOR.
C.
Weather Conditions: Work that may be affected by inclement weather shall be
suspended until proper conditions prevail. In the event of impending storms, the
CONTRACTOR shall take necessary precautions to protect all work, materials and
equipment from exposure.
D.
Fire Protection: The CONTRACTOR shall take all necessary precautions to prevent
fires at or adjacent to the Work, including its own buildings and trailers. Adequate fire
extinguisher and hose line stations shall be provided throughout the work area.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION
3.01
A.
BUOYANCY
The CONTRACTOR shall be completely responsible for any tanks, pipelines,
maintenance access structures, foundations or similar improvements that may become
buoyant during the construction operations due to groundwater levels. Should there be
any possibility of buoyancy, the CONTRACTOR shall take the necessary steps to prevent
damage due to floating or flooding, and shall repair or replace said improvements at no
additional cost to the COUNTY.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01400-3
INTENTIONALLY LEFT BLANK
SECTION 01451 - TESTING LABORATORY SERVICES
PART 1 –
1.01
A.
GENERAL
GENERAL REQUIREMENTS
The CONTRACTOR will employ and pay for the services of an Independent Testing
laboratory acceptable to the COUNTY to perform certain specified testing:
1. CONTRACTOR shall cooperate with the laboratory to facilitate the execution of its
required services.
2. Employment of the laboratory by the CONTRACTOR for specific testing shall in no
way relieve the CONTRACTOR's obligations to perform the work of the Contract as
specified.
3. COUNTY shall pay only for initial testing. The cost of any retesting necessitated by
failure of materials or methods shall be deducted from the Contract.
4. The following tests to be provided by the testing laboratory, as necessary or as
determined by the ENGINEER.
a. Density
b. Proctor
c. LBR (Limerock Bearing Ratio)
d. Carbonate Content
e. Gradation
f. Plastic Index and Liquid Limit
g. Organic Content
h. Concrete Compressive Strength and Slump
i. Asphalt Extraction
j. Bacteriological
B.
1.02
CONTRACTOR shall pay for all other testing under the Contract Documents as required.
QUALIFICATION OF LABORATORY
A. Meet "Recommended Requirements for Independent Laboratory Qualification", published by
American Council of Independent Laboratories.
B. Meet basic requirements of ASTM E-329.
C. Authorized to operate in Broward County, FL.
D. Submit copy of report of inspection of facilities made by Materials Reference Laboratory of
Natural Bureau of Standards during the most recent tour of inspection, with memorandum of
remedies of any deficiencies reported by the inspection upon request.
WTP 1A WATER STORAGE TANK
01451-1
E.
Testing Equipment
1. Calibrated at reasonable intervals specified by regulatory agencies or
manufacturer, whichever is stricter, by devices of accuracy traceable to either
the National Bureau of Standards or an accepted standard for values of
natural physical constants.
1.03
LABORATORY DUTIES
A. Cooperate with OWNER's Representative and CONTRACTOR; provide qualified
personnel after due notice.
B. Perform specified inspections, sampling and/or testing of materials and constructed Work
for:
1. Compliance with specified standards.
2. Compliance of materials with requirements of Contract Documents.
C. Promptly notify OWNER's Representative and CONTRACTOR of observed irregularities of
deficiencies of work or products.
D. Promptly submit written report of each test and inspection; one copy each to COUNTY's
Representative, COUNTY, CONTRACTOR, and one copy to ENGINEER’s Record
Document File. Each report shall include:
1. Date issued.
2. Project title, number and any other unique identifier (i.e.: Section or Phase
Number, Bid Pack Number, etc.).
3. Testing laboratory name, address and telephone number.
4. Name and signature of laboratory inspector.
5. Date and time of sampling or inspection.
6. Record of temperature and weather conditions.
7. Date of test.
8. Identification of fill product and specification section.
9. Location of sample or test in the project.
10. Type of inspection or test.
11. Results of tests and compliance with Contract Documents.
12. Interpretation of test results, when requested by COUNTY's Representative.
Perform additional tests as required by the COUNTY's Representative.
1.04 LIMITATION OF AUTHORITY OF TESTING LABORATORY
A.
Laboratory is not authorized to:
1. Release, revoke, alter or enlarge on requirements of Contract documents.
2. Approve or accept any portion of the work.
3. Perform any duties of the CONTRACTOR.
WTP 1A WATER STORAGE TANK
01451-2
1.05 CONTRACTOR'S RESPONSIBILITIES
A. Cooperate with laboratory personnel, provide access to work.
B. Secure and deliver to the laboratory adequate quantities of representational samples of
materials proposed to be used and which require testing.
C. Provide to the laboratory the preliminary design mix proposed to be used for concrete, and
other material mixes which require control by the Testing Laboratory.
D. Furnish copies of Products test reports as required.
E. Furnish incidental labor and facilities:
1. To provide access to work to be tested.
2. To obtain and handle samples at the project site or at the source of the product to be
tested.
3. To facilitate scheduled inspections and tests.
4. For storage of test samples.
F. Notify laboratory and Inspector of Record sufficiently in advance of operations to allow for
assignment of personnel and scheduling of tests.
1. When tests or inspections cannot be performed after such notice, reimburse COUNTY
for laboratory personnel and travel expenses incurred due to CONTRACTOR's
negligence.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
-END OF SECTION-
WTP 1A WATER STORAGE TANK
01451-3
SECTION 01510 – TEMPORARY UTILITIES
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
It shall be the CONTRACTOR's responsibility to provide equipment that is adequate for
the performance of the Work under this Contract within the time specified. All equipment
shall be kept in satisfactory operating condition, shall be capable of safely and efficiently
performing the required Work, and shall be subject to review by the COUNTY's
representative at any time within the duration of the Contract. All Work hereunder shall
conform to the applicable requirements of the OSHA Standards for Construction.
B.
The CONTRACTOR shall provide for utilities and services for its own operations. The
CONTRACTOR shall furnish, install and maintain all temporary utilities during the contract
period including removal upon completion of the Work.
1.02
POWER AND LIGHTING
A.
Power: The CONTRACTOR shall provide all necessary power required for its operations
under the Contract, and shall provide and maintain all temporary power lines required to
perform the Work in a safe and satisfactory manner.
B.
Construction Lighting: All Work conducted at night or under conditions of deficient daylight
shall be suitably lighted to insure proper Work and to afford adequate facilities for
inspection and safe working conditions. Temporary lighting shall be maintained during
non-working periods if the area is subject to access by the public or COUNTY's personnel.
C.
Electrical Connections: All temporary connections for electricity shall be subject to review
by the ENGINEER and the power company representative, and shall be removed in like
manner at the CONTRACTOR's expense prior to final acceptance of the Work.
D.
Separation of Circuits: Unless otherwise permitted by the ENGINEER, circuits separate
from lighting circuits shall be used for all power purposes.
E.
Construction Wiring: All wiring for temporary electric light and power shall be properly
installed and maintained and shall be securely fastened in place. All electrical facilities
shall conform to the requirements of Subpart K of the OSHA Safety and Health Standards
for Construction.
1.03
WATER SUPPLY
A.
General: Except as noted otherwise, the CONTRACTOR shall make arrangements for
and pay for all costs for all water used for construction, and testing. The CONTRACTOR
shall provide and maintain all meters, piping, fittings, adapters, and valving as required.
B.
Potable water is available at cost from the COUNTY for the Work. To obtain potable water,
if required, the CONTRACTOR shall install a COUNTY supplied meter. The COUNTY will
charge the CONTRACTOR for potable water. Water service requirements shall be
discussed during the pre-bid conference. The CONTRACTOR shall make all necessary
connections to existing piping and shall provide all necessary appurtenances at their own
expense.
WTP 1A WATER STORAGE TANK
01510-1
C.
Water Connections: The CONTRACTOR shall not make connection to, or draw water
from, any fire hydrant or pipeline without first obtaining permission of the authority having
jurisdiction over the use of said fire hydrant or pipeline and from the agency owning the
affected water system. For each such connection made, the CONTRACTOR shall first
attach to the fire hydrant or pipeline a valve and a meter, if required by the said authority,
of a size and type acceptable to said authority and agency.
D.
Removal of Water Connections: Before final acceptance of the Work on the project, all
temporary connections and piping installed by the CONTRACTOR shall be entirely
removed, and all affected improvements shall be restored to their original condition, or
better, to the satisfaction of the ENGINEER and to the agency owning the affected utility.
1.04
A.
1.05
A.
1.06
A.
TEMPORARY SANITARY FACILITIES
The CONTRACTOR shall provide and maintain adequate and clean sanitary facilities for
the construction work force and visitors. The facilities shall comply with local codes and
regulations and be situated in an acceptable location.
CONFINED SPACES
The CONTRACTOR shall provide and maintain a safe working environment in confined
spaces. The CONTRACTOR shall follow the applicable requirements of the OSHA
Standards for Construction and NIOSH Publications for working in confined spaces.
TEMPORARY VENTILATION
The CONTRACTOR shall provide and maintain adequate ventilation for a safe working
environment. In addition, forced air ventilation shall be provided for the curing of installed
materials, humidity control and the prevention of hazardous accumulations of dust, gases
or vapors.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01510-2
SECTION 01520 – MAINTENANCE OF UTILITY OPERATIONS DURING CONSTRUCTION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A. The CONTRACTOR has the option of providing temporary facilities that can eliminate a
constraint, provided it is done without cost to the COUNTY (including additional COUNTY
labor) and provided that all requirements of these Specifications are fulfilled. Work not
specifically covered in the following paragraphs may, in general, be done at any time
during the contract period, subject to the operating requirements and constraints and
construction requirements outlined hereinafter. All references to days in this Section shall
be consecutive calendar days.
B. The CONTRACTOR is advised that the work shall include ties into existing potable water
mains. The CONTRACTOR shall use extreme caution while working in the vicinity of the
potable water mains. Hand excavation will be required when excavating within two feet of
any potable water mains. The CONTRACTOR shall be fully responsible for all
precautionary measures together with all remediation, cleanup, disinfection, regulatory
agency fines and all other labor, materials, and costs associated with any contamination
of the potable water supply caused directly or indirectly by the activities of the
CONTRACTOR in the performance of the work.
C. Notwithstanding other indemnification requirements of the Contract Documents, the
CONTRACTOR shall also indemnify, defend, and hold harmless the COUNTY, the
ENGINEER and the COUNTY’s agents from any and all legal action which may arise from
contamination of the potable water supply caused directly or indirectly by the
CONTRACTOR in the performance of the work.
1.02
GENERAL CONSTRAINTS
A. The COUNTY’s potable water transmission system shall be maintained in continuous
operation during the construction period except during approved interruptions. All shortterm system or partial systems shutdowns shall be approved by the COUNTY and the
ENGINEER. Long-term process shutdowns and diversions shall conform to the
requirements hereinafter specified and shall be minimized by the CONTRACTOR as
much as possible. If in the judgment of the COUNTY or ENGINEER, a requested
shutdown is not required for the CONTRACTOR to perform the Work, the CONTRACTOR
shall utilize approved alternative methods to accomplish the Work. All shutdowns shall be
coordinated with and scheduled at times suitable to the COUNTY. Shutdowns shall not
begin until all required materials are on hand and ready for installation. Each shutdown
period shall commence at a time approved by the COUNTY, in writing. Where required in
the Construction Sequence, the CONTRACTOR shall proceed with the Work
continuously, (24 hours/day, 7 days/week) start to finish, until the Work is completed and
normal operation is restored.
B. If the CONTRACTOR completes all required Work before the specified shutdown period
WTP 1A WATER STORAGE TANK
01520-1
has ended, the COUNTY may immediately place the existing system back into service.
C.
The CONTRACTOR shall schedule short-term and extended shutdowns in advance and
shall present all desired shutdowns in the 30 and 60-day schedules at the construction
progress meetings. Shutdowns shall be fully coordinated with the Water Facilities
Manager and Chief Operator at least 24 hours before the scheduled shutdown.
COUNTY personnel shall operate COUNTY's facilities involved in the short-term and
extended shutdowns.
D.
Short term shutdowns in flow will be allowed for tie-ins to existing facilities, installation of
temporary bulkheads, etc. All such shutdowns shall be scheduled for low-flow period
during the daily diurnal water demand (as determined by the Water Facilities Manager)
and shall generally be limited to four (4) hours or less depending on water demand,
system pressure, weather forecast and amount of potable water stored onsite. The
schedule and duration of short-term shutdowns shall be at the discretion of the
COUNTY.
E.
Any temporary work, facilities, roads, walks, protection of existing structures, piping,
blind flanges, valves, equipment, etc. that may be required within the CONTRACTOR's
work limits to maintain continuous and dependable potable water system operation shall
be furnished by the CONTRACTOR at no extra cost to the COUNTY.
F.
The COUNTY shall have the authority to order Work postponed, stopped or prohibited
that would, in their opinion, unreasonably result in interrupting the necessary functions of
the potable water transmission / distribution system.
G.
If the CONTRACTOR impairs performance or operation of the potable water
transmission system as a result of not complying with specified provisions, then the
CONTRACTOR shall immediately make all repairs or replacements and do all work
necessary to restore the operation to the satisfaction of the COUNTY and the
ENGINEER. Such work shall progress continuously to completion on a 24-hours per
day, seven work days per week basis.
H.
The CONTRACTOR shall provide the services of emergency repair crews on call
24-hours per day.
1.03
CONSTRUCTION SEQUENCE AND OPERATIONAL CONSTRAINTS
A.
Work under the Contract shall be scheduled and performed in such a manner as to
result in the least possible disruption to the operation of any of the COUNTY's existing
facilities.
B
Critical events in the sequence of construction are specified herein. The outline
sequence of construction does not include all items necessary to complete the work, but
is intended to identify the sequence of critical events necessary to minimize disruption to
the COUNTY's facilities. It shall be understood by the CONTRACTOR that the critical
events identified are not all inclusive and that additional items of work not shown may be
WTP 1A WATER STORAGE TANK
01520-2
required. The sequence of construction is a precedence requirement and does not
attempt to schedule the CONTRACTOR's work. It is intended only to indicate which
activities must precede other activities in order to minimize interference’s and
disruptions. The suggested sequence of construction is as follows:
1. Phase 1 Utility Relocation:
a. Before any relocation work is performed, a night-time shutdown of the south high
service pump station (HSPS) and discharge lines will be required to install a 24inch Butterfly Valve (BV) in the distribution line exiting the plant on the south end
toward NW 37th Street. This will necessitate the temporary shut-down of the main
water supply into the City of Lauderdale Lakes along NW 37th Street. Time is of
the essence in completing this valve installation and re-establishing the water
supply along this roadway. Future required pump discharge line shut-downs will
utilize the new valve and should not interrupt the supply along NW 37th Street.
b. After verifying the location of all existing utilities to be relocated and/or abandoned
and shutting down the south HSPS discharge line, remove the existing above
ground 24-inch 90 degree bend from the south HSPS discharge line and replace
with a 24-inch flanged tee with the “T” section connected to the existing discharge
line which proceeds underground. Connect another 24-inch flanged tee with two
24-inch BVs heading north and south to the aforementioned newly installed tee
and place the discharge line back into service.
c. Construct the new 24-inch finished water piping heading north and south from the
new 24-inch flanged valves to a point just before the connections shown to the
existing pipelines. Pressure test, disinfect and perform bacterial analysis for
Health Department certification.
d. Once the new pipelines are certified, perform a shutdown of the existing south
HSPS discharge line and connect the newly installed southern leg to the existing
pipeline heading south. Plug the existing line heading north so it can remain in
temporary service. Place the new pipeline into service.
e. Shut down the northern portion of the existing south HSPS discharge line by
closing the existing 24-inch valve at the tee to be removed from under the new
tank base and the existing valve connecting the south HSPS to the discharge line
from the north HSPS. Connect the new discharge line to the existing line at the
north end and place into service.
f.
Temporarily shut down the south HSPS and replace the flanged tee connecting
the old and new discharge lines with a spool piece.
g. Construct the new storm drainage pipe around the proposed tank.
2. Phase 2 Tank Construction:
a. The facilities constructed under Phase 1 must remain in operation at all times
WTP 1A WATER STORAGE TANK
01520-3
unless otherwise noted. The CONTRACTOR shall take all necessary precautions
to ensure that their work during construction of Phase 2 does not interrupt the
operation of the Phase 1 facilities.
b. Construct the new fence to enclose the proposed tank site within the secured
plant site area.
c. Remove the old fence, light, shrubs, trees, etc. and the existing pipelines and
other utilities under the proposed tank slab as required for erection of the new
tank and appurtenances.
d. Construct the underground mechanical equipment and concrete supports under
the proposed slab.
e. Provide the specified fill and compaction under the proposed tank slab and
construct the slab per contract requirements.
f.
Construct the tank and all appurtenances, including instrumentation and electrical
items required for tank operation with the plant’s SCADA system.
g. Complete all required hydrostatic and bacteriological testing per Contract
Document requirements in preparation for placing the tank into service.
h. Request the ENGINEER and the COUNTY to perform an inspection for the project
for substantial completion. The result of this inspection will be a punch list that
identifies deficient items that must be corrected prior to obtaining a certificate of
substantial completion and also for final completion for the entire project.
i.
Once the CONTRACTOR addresses, to the satisfaction of the COUNTY, all
outstanding punch list items required for substantial completion, the ENGINEER
will issue a certificate of substantial completion for the overall project.
3. Project Closeout:
a. Complete all remaining yard piping, site electrical, final grading, surface
restoration, landscaping, paving and related site work.
b. Complete all remaining work items, demobilization, site cleanup and prepare for
final close-out.
c. Complete all outstanding punch list items.
d. Final completion milestone.
D.
The existing water pipelines that are to be tied into shall be maintained in an operable
condition at all times by the CONTRACTOR during the entire construction duration. All
work by the CONTRACTOR that disrupts the normal operations shall be shown on the
Construction Schedule and specifically scheduled with the COUNTY. Schedule
notification shall consist of a written notice defining the work to be accomplished, the
normal function that will be interrupted, the duration of the interruption, and the mitigating
WTP 1A WATER STORAGE TANK
01520-4
effort to be performed by the CONTRACTOR to maintain the system in operation. The
written notice shall be submitted to the ENGINEER 14 days in advance of the proposed
work and the ENGINEER will respond to the CONTRACTOR in writing within 7 days of
receipt of the notice regarding the acceptability of the proposed plan.
E.
At no time shall the CONTRACTOR undertake to close off any pipelines, or open valves,
or take any other action which would affect the operation of the existing system.
F.
The CONTRACTOR's shall be aware that the elevations and locations of the existing
utilities has been prepared from the most reliable information available to the
ENGINEER, however, it shall be this CONTRACTOR's responsibility to determine the
location, character and depth of any existing utilities. The CONTRACTOR shall
excavate and uncover all existing water mains to determine the exact elevations,
locations, type and size of all existing water mains and service lines sufficiently in
advance of the work, prior to submittal of applicable shop drawings, to ensure that all
required materials are available when connections to the existing transmission main is to
be made. The CONTRACTOR shall be responsible for furnishing such fittings,
couplings, adapters and specials as required to make connections to the existing
transmission main in accordance with the details shown on the Drawings.
G. After substantial completion has been achieved, the CONTRACTOR shall
guarantee/warranty the project for one calendar year (365 days) from the date of
substantial completion, unless otherwise specified elsewhere in the contract
specifications. CONTRACTOR’s guarantee/warranty shall cover all labor, materials, and
equipment required to complete the scope of work described in these specifications. Any
system defects or malfunctions occurring within the 365 days of the guarantee/warranty
period shall be repaired or replaced by the CONTRACTOR at no expense to the
COUNTY.
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01520-5
LEFT BLANK INTENTIONALLY
SECTION 01530 – PROTECTION OF EXISTING FACILITIES
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall protect all existing utilities and improvements not designated
for removal and shall restore damaged or temporarily relocated utilities and
improvements to a condition equal to or better than they were prior to such damage or
temporary relocation, all in accordance with requirements of the Contract Documents.
B.
The CONTRACTOR shall verify the exact locations and depths of all utilities shown and
the CONTRACTOR shall make exploratory excavations of all utilities that may interfere
with the Work. All such exploratory excavations shall be performed as soon as
practicable after award of Contract and, in any event, a sufficient time in advance of
construction to avoid possible delays to the CONTRACTOR's Work. When such
exploratory excavations show the utility location as shown to be in error, the
CONTRACTOR shall so notify the ENGINEER.
C.
The number of exploratory excavations required shall be that number which is sufficient
to determine the alignment and grade of the utility.
1.02
A.
1.03
RIGHTS-OF-WAY
The CONTRACTOR shall not do any Work that would affect any oil, gas, sewer, or water
pipeline; any telephone, telegraph, or electric transmission line; any fence; or any other
structure, nor shall the CONTRACTOR enter upon the rights-of-way involved until
notified by the ENGINEER that the COUNTY has secured authority therefore from the
proper party. After authority has been obtained, the CONTRACTOR shall give said
party due notice of its intention to begin Work, and shall give said party convenient
access and every facility for removing, shoring, supporting, or otherwise protecting such
pipeline, transmission line, ditch, fence, or structure, and for replacing same. When two
or more contracts are being executed at one time on the same or adjacent land in such
manner that Work on one contract may interfere with that on another, the COUNTY shall
determine the sequence and order of the Work. When the territory of one contract is the
necessary or convenient means of access for the execution of another contract, such
privilege of access or any other reasonable privilege may be granted by the COUNTY to
the CONTRACTOR so desiring, to the extent, amount, in the manner, and at the times
permitted. No such decision as to the method or time of conducting the Work or the use
of territory shall be made the basis of any claim for delay or damage.
PROTECTION OF STREET OR ROADWAY MARKERS
A. The CONTRACTOR shall not destroy, remove, or otherwise disturb any existing survey
markers or other existing street or roadway markers without proper authorization. No
pavement breaking or excavation shall be started until all survey or other permanent
marker points that will be disturbed by the construction operations have been properly
referenced for easy and accurate restoration. It shall be the CONTRACTOR's
WTP 1A WATER STORAGE TANK
01530-1
responsibility to notify the proper representatives of the COUNTY of the time and
location that Work will be done. Such notification shall be sufficiently in advance of
construction so that there will be no delay due to waiting for survey points to be
satisfactorily referenced for restoration. All survey markers or points disturbed by the
CONTRACTOR without proper authorization by the ENGINEER will be accurately
restored by the COUNTY at the CONTRACTOR's expense after all street or roadway
resurfacing has been completed.
1.04
RESTORATION OF PAVEMENT
A.
General: All paved areas including asphaltic concrete berms cut or damaged during
construction shall be replaced with similar materials and of equal thickness to match the
existing adjacent undisturbed areas, except where specific resurfacing requirements
have been called for in the Contract Documents. All pavements which are subject to
partial removal shall be neatly saw cut in straight lines.
B.
Temporary Resurfacing: Wherever required by the public authorities having jurisdiction,
the CONTRACTOR shall place temporary surfacing promptly after backfilling and shall
maintain such surfacing for the period of time fixed by said authorities before proceeding
with the final restoration of improvements.
C.
Permanent Resurfacing: In order to obtain a satisfactory junction with adjacent surfaces,
the CONTRACTOR shall saw cut back and trim the edge so as to provide a clean,
sound, vertical joint before permanent replacement of an excavated or damaged portion
of pavement. Damaged edges of pavement along excavations and elsewhere shall be
trimmed back by saw cutting in straight lines. All pavement restoration and other
facilities restoration shall be constructed to finish grades compatible with adjacent
undisturbed pavement.
1.05
A.
EXISTING UTILITIES AND IMPROVEMENTS
General:
The CONTRACTOR shall protect all underground utilities and other
improvements which may be impaired during construction operations. It shall be the
CONTRACTOR's responsibility to ascertain the actual location of all existing utilities and
other improvements that will be encountered in its construction operations, and to see
that such utilities or other improvements are adequately protected from damage due to
such operations. The CONTRACTOR shall take all possible precautions for the
protection of unforeseen utility lines to provide for uninterrupted service and to provide
such special protection as may be necessary.
B. Where the proper completion of the Work requires the temporary or permanent removal
and/or relocation of an existing utility or other improvement which is shown, the
CONTRACTOR shall remove and, without unnecessary delay, temporarily replace or
relocate such utility or improvement in a manner satisfactory to the ENGINEER and the
COUNTY. In all cases of such temporary removal or relocation, restoration to former
location shall be accomplished by the CONTRACTOR in a manner that will restore or
replace the utility or improvement as nearly as possible to its former locations and to as
good or better condition than found prior to removal.
WTP 1A WATER STORAGE TANK
01530-2
C.
COUNTY's Right of Access: The right is reserved to the COUNTY and to the owners of
public utilities and franchises to enter at any time upon any public street, alley,
right-of-way, or easement for the purpose of making changes in their property made
necessary by the Work of this Contract.
D.
Underground Utilities Shown or Indicated: Existing utility lines that are shown or the
locations of which are made known to the CONTRACTOR prior to excavation and that
are to be retained, and all utility lines that are constructed during excavation operations
shall be protected from damage during excavation and backfilling and, if damaged, shall
be immediately repaired by the CONTRACTOR.
E.
Underground Utilities Not Shown or Indicated: In the event that the CONTRACTOR
damages any existing utility lines that are not shown or the locations of which are not
made known to the CONTRACTOR prior to excavation, a written report thereof shall be
made immediately to the ENGINEER. If directed by the ENGINEER, repairs shall be
made by the CONTRACTOR under the provisions for changes and extra Work
contained in the General Conditions.
F.
Maintaining in Service: All fuel pipelines, power, and telephone or other communication
cable ducts, gas and water mains, irrigation lines, poles, and overhead power and
communication wires and cables encountered along the line of the Work shall remain
continuously in service during all the operations under the Contract, unless other
arrangements satisfactory to the ENGINEER are made with the COUNTY of said
pipelines, duct, main, irrigation line, pole, wire or cable. The CONTRACTOR shall be
responsible for and shall repair all damage due to its operations, and the provisions of
this Section shall not be abated even in the event such damage occurs after backfilling
or is not discovered until after completion of the backfilling.
1.06
TREES WITHIN PROJECT LIMITS
A.
General: The CONTRACTOR shall exercise all necessary precautions so as not to
damage or destroy any trees or shrubs on the project site, and shall not trim or remove
any trees unless such trees have been approved for trimming, relocation or removal by
the jurisdictional agency or COUNTY. All existing trees and shrubs which are damaged
during construction shall be replaced by the CONTRACTOR or a certified tree company
to the satisfaction of the COUNTY.
B.
Trimming: Symmetry of the tree shall be preserved; no stubs or splits or torn branches
left; clean cuts shall be made close to trunk or large branch. Spikes shall not be used for
climbing live trees. All cuts over 1 1/2-inches in diameter shall be coated with an
asphaltic emulsion material.
C.
Replacement: The CONTRACTOR shall immediately notify the COUNTY if any tree is
damaged by the CONTRACTOR's operations. If, in the opinion of the COUNTY, the
damage is such that replacement is necessary, the CONTRACTOR shall replace the
tree at its own expense. The tree shall be of a like size and variety as the tree damaged,
WTP 1A WATER STORAGE TANK
01530-3
or, if of a smaller size, the CONTRACTOR shall pay to the COUNTY compensatory
payment acceptable to the COUNTY.
1.07
A.
NOTIFICATION BY THE CONTRACTOR
Prior to any excavation in the vicinity of any existing underground facilities, including all
water, sewer, storm drain, gas, petroleum products, or other pipelines; all buried electric
power, communications, or television cables; all traffic signal and street lighting facilities;
and all roadway and state highway rights-of-way the CONTRACTOR shall notify the
respective authorities representing the owners or agencies responsible for such facilities
not less than three days nor more than seven days prior to excavation so that a
representative of said owners or agencies can be present during such Work if they so
desire.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01530-4
SECTION 01540 - DEMOLITION AND REMOVAL OF EXISTING STRUCTURES AND
EQUIPMENT
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish all labor, materials and equipment for the demolition,
removal, and disposal of existing structures, pipelines, pavement and asbestos
materials, as indicated on the Drawings and as specified hereinafter.
B.
The disposal of all removed items shall be in accordance with all Federal, State and
local laws including but not limited to Resource Conservation and Recovery Act (RCRA),
Toxic Substance Control Act (STSCA), Hazardous Materials Transportation Act (HMTA),
United States Environmental Protection Agency (USEPA) and the Florida Department of
Environmental Protection Solids and Hazardous Waste Section regulations in effect as
of the bid opening date.
1.02
A.
1.03
A.
TITLE TO EQUIPMENT AND MATERIALS
CONTRACTOR shall have no right or title to any of the materials or other items to be
removed unless and until said materials and other items have been removed from the
premises. The CONTRACTOR shall not sell or assign, or attempt to sell or assign any
interest in the said materials or other items until the said materials or other items have
been removed.
CONDITION OF STRUCTURES AND EQUIPMENT
Conditions existing at the time of inspection for bidding purposes will be maintained by
the COUNTY so far as practicable.
PART 2 -- PRODUCTS
(NOT USED)
PART 3 -- EXECUTION
3.01
A.
DEMOLITION AND REMOVALS
Proceed with the removal of the piping and appurtenances in a sequence designed to
maintain the plant in continuous operation as described in Section 01520, Maintenance
of Utility Operations During Construction, and shall proceed only after approval of the
ENGINEER.
B. Any piping and appurtenances removed without proper authorization, which are
necessary for the operation of the existing facilities shall be replaced to the satisfaction of
the ENGINEER at no cost to the COUNTY.
WTP 1A WATER STORAGE TANK
01540-1
C.
3.02
Excavation caused by demolitions shall be backfilled and compacted for tank
construction with approved fill free from rubbish and debris.
PROTECTION
A.
Demolition and removal work shall be performed by competent experienced personnel
for the various type of demolition and removal work and shall be carried out through to
completion with due regard to the safety of COUNTY employees, personnel on-site and
the public. The work shall be performed with as little nuisance as possible.
B.
The work shall comply with the applicable provisions and recommendation of ANSI
A10.2, Safety Code for Building Construction, all governing codes, and as hereinafter
specified.
C.
Make such investigations, explorations and probes as are necessary to ascertain any
required protective measures before proceeding with demolition and removal. The
CONTRACTOR shall give particular attention to shoring and bracing requirements so as
to prevent any damage to new or existing construction.
3.03
QUALITY OF WORK
A.
The demolition and removal work shall be performed as described in the Contract
Documents. The work required shall be done with care, and shall include all required
shoring, bracing, etc. The CONTRACTOR shall be responsible for any damage which
may be caused by demolition and removal work to any part or parts of existing utilities or
items designated for reuse or to remain. The CONTRACTOR shall perform patching,
restoration and new work in accordance with applicable Technical Sections of the
Specifications and in accordance with the details shown on the Drawings. Prior to
starting of work, the CONTRACTOR shall provide a detailed description of methods and
equipment to be used for each operation and the sequence thereof for review by the
ENGINEER.
B.
Wherever piping is to be removed for disposal, the piping shall be drained by the
CONTRACTOR and adjacent pipe and headers that are to remain in service shall be
blanked off or plugged and then anchored in an approved manner.
C.
Materials or items demolished and not designated to become the property of the
COUNTY or to be reinstalled shall become the property of the CONTRACTOR and shall
be removed from the property and legally disposed.
D.
The CONTRACTOR shall execute the work in a careful and orderly manner, with the
least possible disturbance to the public and to plant operations.
E.
Where alterations occur, or new and old work join, the CONTRACTOR shall cut,
remove, patch, repair or refinish the adjacent surfaces to the extent required by the
construction conditions, so as to leave the altered work in as good a condition as existed
prior to the start of the work. The materials and quality of work employed in the
WTP 1A WATER STORAGE TANK
01540-2
alterations, unless otherwise shown on the Drawing or specified, shall comply with that
of the various respective trades which normally perform the particular items or work.
F.
3.04
Remove temporary work, such as enclosures, signs, guards, and the like when such
temporary work is no longer required or when directed at the completion of the work.
MAINTENANCE
A.
Maintain the plant site free from accumulations of waste, debris and rubbish, caused by
the demolition and removal operations.
B.
Provide on-site dump containers for collection of waste materials, debris and rubbish,
and shall wet down dry materials to lay down and prevent blowing dust.
C.
At reasonable intervals during the progress of the demolition and removal work or as
directed by the ENGINEER, the CONTRACTOR shall clean the site and properties, and
dispose of waste materials, debris and rubbish.
3.05
JOB CONDITIONS
A.
The CONTRACTOR shall execute the demolition and removal work to prevent damage
or injury to structures and adjacent features and so as not to interfere with the use, and
free and safe passage to and from adjacent structures.
B.
Closing or obstructing roadway or parking areas adjacent to the work by the placement
or storage of materials will not be permitted. All operations shall be conducted with a
minimum interference to plant operations.
C.
Repair damage done to facilities to remain, or to any property belonging to the
COUNTY.
D.
The CONTRACTOR shall carry out the operations so as to avoid interference with plant
operations and work in the existing facilities.
E.
At least 48 hours prior to commencement of a demolition or pipeline removal, the
CONTRACTOR shall notify the ENGINEER in writing of their proposed schedule
therefore. No removals shall be started until it is acceptable to the ENGINEER.
CONTRACTOR shall notify all property owners affected by the demolition work at least
48 hours prior to the start of any demolition activities.
F.
The CONTRACTOR shall comply with and have documented Confined Space Entry
Space Procedures available at the project at all times as required by OSHA 29 CFR
1910.146. The CONTRACTOR shall also comply with any State and/or Local
requirements if more restrictive than the Federal requirements.
G.
The CONTRACTOR shall comply with safe working practices for handling asbestos
material, cleaning, burning, welding operations and all health and safety regulations and
requirements of OSHA and local health regulatory agencies. This requirement shall be
WTP 1A WATER STORAGE TANK
01540-3
accomplished without supervision from the COUNTY. The CONTRACTOR shall
provide portable sanitary toilet and wash-up facilities at the work site.
H.
The CONTRACTOR shall comply with all Local, State and Federal regulations
concerning emissions or disposal of solid, particulate, liquid, or gaseous matter as a
result of the demolition operations. This compliance shall be accomplished without
supervision from the COUNTY. No additional compensations for changes in the laws,
regulations, or the interpretation thereof shall be granted by the COUNTY. No burning of
trash on the site shall be permitted. Any fines imposed on the COUTNY by any
regulatory agency as a result of the CONTRACTOR's non-compliance with
environmental regulations shall be paid or reimbursed by the CONTRACTOR.
I.
Explosives shall not be used in the execution of this Contract.
3.07
A.
3.08
A.
DUST CONTROL
The CONTRACTOR shall use temporary enclosures and other suitable methods to limit
the amount of dust and dirt rising and scattering in the air to the lowest practical level.
Existing electrical and mechanical equipment to remain shall be protected from damage,
dust, and debris.
STATEMENT OF RESPONSIBILITIES REGARDING ASBESTOS
Submit a written advanced notice form a minimum of 10 days prior to initiation of the
demolition, removal or disturbance of asbestos concrete pipe to the following:
1.
Broward County Environmental Protection & Growth Management
115 S. Andrews Ave., Room A-240
Ft. Lauderdale, FL 33301
2.
ENGINEER
- END OF SECTION –
WTP 1A WATER STORAGE TANK
01540-4
SECTION 01560 – TEMPORARY ENVIRONMENTAL CONTROLS
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
EXPLOSIVES AND BLASTING
The use of explosives on the Work will not be permitted.
DUST ABATEMENT
The CONTRACTOR shall furnish all labor, equipment, and means required and shall carry
out effective measures wherever and as often as necessary (as determined by the
ENGINEER) to prevent its operation from producing dust in amounts damaging to property,
cultivated vegetation, or domestic animals, or causing a nuisance to persons living in or
occupying buildings in the vicinity. The CONTRACTOR shall be responsible for any
damage resulting from any dust originating from its operations. The dust abatement
measures shall be continued until the CONTRACTOR is relieved of further responsibility by
the ENGINEER. No separate payment will be allowed for dust abatement measures and all
costs thereof shall be included in the CONTRACTOR’s bid price.
RUBBISH CONTROL
During the progress of the Work, the CONTRACTOR shall keep the site of the Work and
other areas used by it in a neat and clean condition, and free from any accumulation of
rubbish. The CONTRACTOR shall dispose of all rubbish and waste materials of any nature
occurring at the Work site, and shall establish regular intervals of collection and disposal of
such materials and waste. The CONTRACTOR shall also keep its haul roads free from dirt,
rubbish, and unnecessary obstructions resulting from its operations. Disposal of all rubbish
and surplus materials shall be off the site of construction in accordance with local codes
and ordinances governing locations and methods of disposal, and in conformance with all
applicable safety laws, and to the particular requirements of Part 1926 of the OSHA Safety
and Health Standards for Construction.
SANITATION
A.
Toilet Facilities: Fixed or portable chemical toilets shall be provided wherever needed for
the use of employees. Toilets at construction job sites shall conform to the requirements of
Part 1926 of the OSHA Standards for Construction.
B.
Such facilities shall be made available when the first employees arrive on the Work, shall
be properly secluded from public observation, and shall be constructed and maintained in
suitable numbers and at such points and in such manner as may be required.
C.
The CONTRACTOR shall maintain the sanitary facilities in a satisfactory and sanitary
condition at all time and shall enforce their use. It shall rigorously prohibit the committing of
nuisances on the site of the Work, on the lands of the COUNTY, or on adjacent property.
D.
The COUNTY and the ENGINEER shall have the right to inspect any building or other
facility erected, maintained, or used by the CONTRACTOR, to determine whether or not the
sanitary regulations have been complied with.
WTP 1A WATER STORAGE TANK
01560-1
E.
1.05
A.
1.06
A.
1.07
Sanitary and Other Organic Wastes: The CONTRACTOR shall establish a regular daily
collection of all sanitary and organic wastes. All wastes and refuse from sanitary facilities
provided by the CONTRACTOR or organic material wastes from any other source related to
the CONTRACTOR's operations shall be disposed of away from the site in a manner
satisfactory to the ENGINEER and in accordance with all laws and regulations pertaining
thereto.
CHEMICALS
All chemicals used during project construction or furnished for project operation, whether
defoliant, soil sterilant, herbicide, pesticide, disinfectant, polymer, paint, fuel, solvent or
reactant of other classification, shall show approval of either the U.S. Environmental
Protection Agency or the U.S. Department of Agriculture. The handling, storage, use and
disposal of all such chemicals and disposal of residues shall be in strict accordance with all
applicable rules and regulations of Federal, State and local jurisdictional agencies and the
printed instructions of the manufacturer and all regulatory requirements. Copies of antidote
literature shall be kept at the storage site and at the CONTRACTOR's job site office. A
supply of antidotes shall be kept at the CONTRACTOR's office.
NOISE CONTROL
Noise resulting from the CONTRACTOR's work shall not exceed the noise levels and other
requirements stated in local ordinances. The CONTRACTOR shall be responsible for
curtailing noise resulting from its operation. It shall, upon written notification from the
ENGINEER or noise control officers, make any repairs, replacements, adjustments,
additions and furnish mufflers when necessary to fulfill requirements.
EROSION ABATEMENT AND WATER POLLUTION
A.
It is imperative that any CONTRACTOR dewatering operation not contaminate or disturb
the environment of the properties adjacent to the Work. The CONTRACTOR shall,
therefore, schedule and control its operations to confine all runoff water from disturbed
surfaces, water from dewatering operations that becomes contaminated with silt, muck and
other deleterious matter, fuels, oils, bitumens, calcium chloride, chemicals and other
polluting materials.
B.
The CONTRACTOR shall construct temporary silting basin(s) of adequate size and provide
all necessary temporary materials, operations and controls including, but not limited to,
filters, coagulants, screens, and other means necessary to attain the required discharge
water quality.
C.
The CONTRACTOR shall be responsible for providing, operating and maintaining materials
and equipment used for conveying the clear water to the point of discharge. All pollution
prevention procedures, materials, equipment and related items shall be operated and
maintained until such time as the dewatering operation is discontinued. Upon the removal
of the materials, equipment and related items, the CONTRACTOR shall restore the area to
the condition prior to its commencing work.
D.
The CONTRACTOR shall be responsible for acquiring all applicable permits for discharge
of waters as necessary, except as may have otherwise been provided in other sections of
these specifications.
WTP 1A WATER STORAGE TANK
01560-2
1.08
PRECAUTIONS DURING ADVERSE WEATHER
A.
During adverse weather, and against the possibility thereof, the CONTRACTOR shall take
all necessary precautions so that the Work may be properly done and satisfactory in all
respects. When required, protection shall be provided by use of tarpaulins, wood and
building paper shelters, or other acceptable means. The CONTRACTOR shall be
responsible for all changes caused by adverse weather.
B.
The ENGINEER may suspend construction operations at any time when, in its judgment,
the conditions are unsuitable or the proper precautions are not being taken, whatever the
weather conditions may be, in any season.
1.09
A.
1.10
HURRICANE AND STORM WARNINGS
The CONTRACTOR shall take all precautions necessary to protect the job site during
hurricane and storm watches and warnings.
PERIODIC CLEANUP AND BASIC SITE RESTORATION
A.
During construction, the CONTRACTOR shall regularly remove from the site all
accumulated debris and surplus materials of any kind which results from its operations.
Unused equipment and tools shall be stored at the CONTRACTOR's yard or base of
operations for the project.
B.
The CONTRACTOR shall perform the cleanup work on a regular basis and as frequently as
ordered by the ENGINEER.
Basic site restoration in a particular area shall be
accomplished immediately following the installation or completion of the required facilities in
that area. Furthermore, such work shall also be accomplished, when ordered by the
ENGINEER, if partially completed facilities must remain incomplete for some time period
due to unforeseen circumstances.
C.
Upon failure of the CONTRACTOR to perform periodic clean-up and basic restoration of the
site to the ENGINEER's satisfaction, the ENGINEER may, upon five days prior written
notice to the CONTRACTOR, employ such labor and equipment as it deems necessary for
the purpose, and all costs resulting therefrom shall be charged to the CONTRACTOR and
deducted from amounts of money that it may be due.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01560-3
INTENTIONALLY LEFT BLANK
SECTION 01570 - TRAFFIC REGULATIONS AND MAINTENANCE OF TRAFFIC
PART 1 -- GENERAL
1.01
TRAFFIC CONTROL
A.
CONTRACTOR shall obey all traffic laws and comply with all the requirements, rules
and regulations of the City of Lauderdale Lakes and FDOT, and other local authorities
having jurisdiction, to maintain adequate warning signs, lights, barriers, etc., for the
protection of traffic on public roadways and sidewalks.
B.
The CONTRACTOR shall maintain traffic and protect the public from all damage to
persons and property within the Contract Limits, in accordance with the Contract
Documents and all applicable State, City and local regulations. The CONTRACTOR
shall conduct the operations so as to maintain and protect access, for vehicular and
pedestrian traffic, to and from all properties and business establishments adjoining or
adjacent to those streets affected by the operations, and to subject the public to a
minimum of delay and inconvenience. Suitable signs, barricades, railing, etc., shall be
erected and the work outlined by adequate lighting at night. Danger lights shall be
provided as required. Watch personnel and flag personnel shall be provided as may be
necessary for the protection of traffic.
C.
The CONTRACTOR and their personnel are cautioned against parking vehicles in the
plant site not designated for CONTRACTOR parking. If necessary, the CONTRACTOR
shall obtain offsite parking areas for their personnel.
D.
All dirt spilled from the CONTRACTOR's trucks on existing pavements shall be
removed by the CONTRACTOR whenever in the opinion of the ENGINEER the
accumulation is sufficient to cause the formation of mud, dust, interference with traffic
or create a traffic hazard.
PART 2 -- PRODUCTS - (Not Used)
PART 3 -- EXECUTION - (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01570-1
INTENTIONALLY LEFT BLANK
SECTION 01600 - MATERIALS AND EQUIPMENT
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The word "Products," as used herein, is defined to include purchased items for
incorporation into the Work, regardless of whether specifically purchased for project or
taken from CONTRACTOR's stock of previously purchased products. The word
"Materials," is defined as products which must be substantially cut, shaped, worked,
mixed, finished, refined, or otherwise fabricated, processed, installed, or applied to form
units of Work. The word "Equipment" is defined as products with operational parts,
regardless of whether motorized or manually operated, and particularly including products
with service connections (wiring, piping, and other like items). Definitions in this
paragraph are not intended to negate the meaning of other terms used in Contract
Documents, including "specialties," "systems," "structure," "finishes," "accessories,"
"furnishings," special construction," and similar terms, which are self-explanatory and
have recognized meanings in the construction industry.
QUALITY ASSURANCE
A.
Source Limitations: To the greatest extent possible for each unit of Work, the
CONTRACTOR shall provide products, materials, or equipment of a singular generic kind
from a single source.
B.
Compatibility of Options: Where more than one choice is available as options for
CONTRACTOR's selection of a product, material, or equipment, the CONTRACTOR shall
select an option which is compatible with other products, materials, or equipment already
selected. Compatibility is a basic general requirement of product/material selections.
1.03
DESIGN
A.
Equipment and appurtenances shall be designed in conformity with the ASME, AIEE,
NEMA and other generally accepted applicable standards and shall be rugged
construction and of sufficient strength to withstand all stresses which may occur during
fabrication, testing, transportation, installation and all conditions of operation. All bearings
and moving parts shall be adequately protected by bushings or other acceptable means
against wear, and provision shall be made for adequate lubrication by readily accessible
devices. Details shall be designed for appearance as well as utility. Protruding members,
joints, corners, gear covers, etc., shall be finished in appearance.
B.
All exposed welds on machinery shall be ground smooth and the corners of structural
shapes shall be rounded or chamfered.
1.04
A.
PRODUCT DELIVERY-STORAGE-HANDLING
The CONTRACTOR shall deliver, handle, and store products in accordance with
supplier's written recommendations and by means and methods that will prevent damage,
deterioration, and loss including theft. Delivery schedules shall be controlled to minimize
.
WTP 1A WATER STORAGE TANK
01600-1
long-term storage of products at site and overcrowding of construction spaces. In
particular, the CONTRACTOR shall provide delivery/installation coordination to ensure
minimum holding or storage times for products recognized to be flammable, hazardous,
easily damaged, or sensitive to deterioration, theft, and other sources of loss.
1.05
TRANSPORTATION AND HANDLING
A.
Products shall be transported by methods to avoid product damage and shall be delivered
in undamaged condition in supplier's unopened containers or packaging, dry.
B.
The CONTRACTOR shall provide equipment and personnel to handle products, materials,
and equipment including those provided by COUNTY, by methods to prevent soiling and
damage.
C.
The CONTRACTOR shall provide additional protection during handling to prevent marring
and otherwise damaging products, packaging, and surrounding surfaces.
1.06
STORAGE AND PROTECTION
A.
Products shall be stored in accordance with supplier's written instructions, with seals and
labels intact and legible. Sensitive products shall be stored in weather-tight enclosures
and temperature and humidity ranges shall be maintained within tolerances required by
supplier's written instructions.
B.
For exterior storage of fabricated products, they shall be placed on sloped supports above
ground. Products subject to deterioration shall be covered with impervious sheet
covering; ventilation shall be provided to avoid condensation.
C.
Loose granular materials shall be stored on solid surfaces in a well-drained area and shall
be prevented from mixing with foreign matter.
D.
Storage shall be arranged to provide access for inspection. The CONTRACTOR shall
periodically inspect to assure products are undamaged and are maintained under required
conditions.
E.
Storage shall be arranged in a manner to provide access for maintenance of stored items
and for inspection.
1.07
MAINTENANCE OF STORAGE
A.
Stored products shall be periodically inspected on a scheduled basis.
The
CONTRACTOR shall maintain a log of inspections and shall make said log available to
the ENGINEER on request.
B.
The CONTRACTOR shall verify that storage facilities comply with supplier's product
storage requirements.
C.
The CONTRACTOR shall verify that supplier-required environmental conditions are
maintained continually.
.
WTP 1A WATER STORAGE TANK
01600-2
D.
1.08
A.
1.09
The CONTRACTOR shall verify that surfaces of products exposed to the elements are not
adversely affected and that any weathering of finishes is acceptable under requirements
of Contract Documents.
FASTENERS
All necessary bolts, anchor bolts, nuts, washers, plates and bolt sleeves shall be furnished
by the CONTRACTOR in accordance with the manufacturers’ recommendations. Bolts
shall have suitable washers and, where so required, their nuts shall be hexagonal.
SALVAGED AND EXCAVATED MATERIALS
A.
In the absence of special provisions in other Sections of the Specifications, salvage
materials, equipment or supplies that occur are the property of the COUNTY and shall be
cleaned and stored as directed by the ENGINEER.
B.
All excavated materials needed for backfilling operation shall be stored on site. Where
additional area is needed for stockpiling, it shall be obtained by the CONTRACTOR.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
.
WTP 1A WATER STORAGE TANK
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INTENTIONALLY LEFT BLANK
SECTION 01660 – EQUIPMENT TESTING / START-UP
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
Equipment testing and startup are requisite to satisfactory completion of the contract
and, therefore, shall be completed within the contract time. The CONTRACTOR shall
allow sufficient time in its construction schedule to complete testing, trouble shooting and
start-up activities.
B.
As construction of the project enters the final stages of completion, the CONTRACTOR
shall, in accordance with the requirements set forth in the Contract Documents, attend to
the following items:
1.02
1.
Schedule equipment manufacturer's visits to site.
2.
Calibration of instruments and controls.
3.
Perform required testing, adjusting and balancing of project components.
4.
Schedule start-up and initial operation.
5.
Furnish skilled personnel during initiation operation to
maintenance services to equipment, as necessary.
6.
Furnish operation and maintenance training to COUNTY's personnel per
requirements of the Contract Documents.
provide
backup
EQUIPMENT TESTING
A.
The CONTRACTOR shall provide the services of an experienced and authorized
representative of the supplier of each item of equipment (excluding minor items of
equipment specifically exempted by the ENGINEER in writing), who shall visit the site of
the Work and inspect, check, adjust if necessary, and approve the equipment
installation. In each case, the CONTRACTOR shall arrange to have the supplier's
representative revisit the job site as often as necessary until any and all trouble is
corrected and the equipment installation and operation are satisfactory to the
ENGINEER. The CONTRACTOR shall provide effective coordination of all parties
necessary for complete system testing, including component suppliers, subcontractors,
the ENGINEER, and the COUNTY.
B.
The CONTRACTOR shall require that each supplier's representative furnish to the
ENGINEER a written report addressed to the COUNTY, and copied to the ENGINEER,
certifying that the equipment has been properly installed and lubricated, is in accurate
alignment, is free from any undue stress imposed by connecting piping or anchor bolts,
has been operated satisfactorily under full-load conditions is ready for operation and the
COUNTY's operating personnel have been instructed in the operation, maintenance and
WTP 1A WATER STORAGE TANK
01660-1
lubrication of the equipment.
C.
The CONTRACTOR shall be responsible for scheduling all operations testing. The
CONTRACTOR is advised that the ENGINEER and the COUNTY's operating personnel
will witness operations testing.
D.
The supplier's representative shall instruct the COUNTY's operating personnel in correct
operation and maintenance procedures. The instruction shall demonstrate start-up,
operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown
of each item of equipment. Such instruction shall be scheduled at a time arranged with
the COUNTY at least 2 weeks in advance and shall be provided while the respective
representative's equipment is fully operational. On-site instruction shall be given by
qualified persons who have been made familiar in advance with the equipment and
systems in the plant. The CONTRACTOR shall have submitted, and had accepted, the
Operation & Maintenance (O&M) Manuals (specified in Section, entitled "Submittals")
prior to commencement of training.
E.
The CONTRACTOR shall notify the ENGINEER at least 14 days in advance of each
equipment test or COUNTY training session.
F.
Training shall be provided to one shift of the COUNTY's personnel during normal
working hours.
G.
The CONTRACTOR shall furnish all personnel, power, water, chemicals, fuel, oil,
grease, and all other necessary equipment, facilities, and services required for
conducting the tests except as otherwise accepted by the ENGINEER.
1.03
STARTUP
A.
The CONTRACTOR shall provide the effective coordination of all parties necessary for
the successful startup, including suppliers, subcontractors, the ENGINEER, and the
COUNTY.
B.
It is not the intent of the ENGINEER to instruct the CONTRACTOR in the startup of the
facilities; however, the ENGINEER will be available prior to and during startup to provide
technical support to the CONTRACTOR.
C.
The CONTRACTOR shall be required to startup the equipment, under direction of the
ENGINEER and COUNTY, and operate it for a continuous 7-day (24 hours per day)
period at design conditions. The CONTRACTOR shall be available at all times during
this period to provide necessary maintenance support services as may be deemed
necessary by the COUNTY and/or ENGINEER.
D.
Not less than 3 months prior to startup, the CONTRACTOR shall submit to the
ENGINEER for review, a detailed schedule of operations which will be necessary to
effect a successful initial operation and sustained period of operation for the duration of
the required startup period.
WTP 1A WATER STORAGE TANK
01660-2
E.
The startup shall not be commenced until all required leakage tests, disinfection, and
equipment tests, as applicable, have been completed to the satisfaction of the
ENGINEER.
F.
All defects in materials or work which appear during this startup period shall be
immediately corrected by the CONTRACTOR. Time lost for equipment repairs, wiring
corrections, control point settings, or other reasons which actually interrupt the startup
may, at the discretion of the ENGINEER, be justifiable cause for extending the startup
test duration.
G.
During the startup, the CONTRACTOR shall provide the services of authorized
representatives of the suppliers, in addition to those services required under operations
testing, as necessary, to correct faulty equipment operation.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION (Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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INTENTIONALLY LEFT BLANK
SECTION 01700 - PROJECT CLOSEOUT
PART 1 -- GENERAL
1.01
A.
B.
C.
THE REQUIREMENT
Final Cleaning
1.
At the completion of the work, the CONTRACTOR shall remove all rubbish from
and about the site of the work, and all temporary structures, construction signs,
tools, scaffolding, materials, supplies and equipment which the CONTRACTOR
or any of their Subcontractors may have used in the performance of the work.
CONTRACTOR shall broom clean paved surfaces and rake clean other surfaces
of grounds.
2.
CONTRACTOR shall maintain cleaning until project, or portion thereof, is
occupied by the COUNTY.
Final Cleanup; Site Rehabilitation
1.
Before finally leaving the site, the CONTRACTOR shall wash and clean all
exposed surfaces which have become soiled or marked, and shall remove from
the site of work all accumulated debris and surplus materials of any kind which
result from this operation, including construction equipment, tools, sheds,
sanitary enclosures, etc. The CONTRACTOR shall leave all equipment, fixtures,
and work, which was installed, in a clean condition. The completed project shall
be turned over to the COUNTY in a neat and orderly condition.
2.
The site of the work shall be rehabilitated or developed in accordance with other
sections of the Specifications and the Drawings. In the absence of any portion of
these requirements, the CONTRACTOR shall completely rehabilitate the site to a
condition and appearance equal or superior to that which existed just prior to
construction, except for those items whose permanent removal or relocation was
required in the Contract Documents or ordered by the COUNTY.
Final Inspection
1.
Final cleaning and repairing shall be so arranged as to be finished upon
completion of the construction work. The CONTRACTOR will make final
cleaning and repairing, and any portion of the work finally inspected and
accepted by the ENGINEER shall be kept clean by the CONTRACTOR, until the
final acceptance of the entire work.
2.
When the CONTRACTOR has finally cleaned and repaired the whole or any
portion of the work, the CONTRACTOR shall notify the ENGINEER that it is
ready for final inspection of the whole or a portion of the work and the
ENGINEER will thereupon inspect the work. If the work is not found satisfactory,
the ENGINEER will order further cleaning, repairs, or replacement.
WTP 1A WATER STORAGE TANK
01700-1
3.
D.
When such further cleaning or repairing is completed, the ENGINEER, upon
further notice, will again inspect the work. The "Final Payment" will not be
processed until the CONTRACTOR has complied with the requirements set forth,
and the ENGINEER has made their final inspection of the entire work and is
satisfied that the entire work is properly and satisfactorily constructed in
accordance with the requirements of the Contract Documents.
Project Close Out
1.
2.
As construction of the project enters the final stages of completion, the
CONTRACTOR shall, in concert with accomplishing the requirements set forth in
the Contract Documents, attend to or have already completed the following items
as they apply to this contract:
a.
Required testing of project components.
b.
Scheduling start-up and initial operation.
c.
Scheduling and furnishing skilled personnel during initial operation.
d.
Correcting or replacing defective work, including completion of items
previously overlooked or work which remains incomplete, all as
evidenced by the ENGINEER's "Punch" Lists.
e.
Attend to any other items listed herein or brought to the CONTRACTOR's
attention by the ENGINEER.
Before the Certificate of Substantial Completion is issued, the CONTRACTOR
shall submit to the ENGINEER (or to the COUNTY if indicated) certain records,
certifications, etc., which are specified elsewhere in the Contract Documents. A
partial list of such items appears below, but it shall be the CONTRACTOR's
responsibility to submit any other items which are required in the Contract
Documents:
a.
Test results of project components.
b.
Performance Affidavits for tank.
c.
Certification of equipment or materials in compliance with Contract
Documents.
d.
Operation and maintenance instructions or manuals for equipment.
e.
One set of neatly marked-up record drawings showing as-built changes
and additions to the work under this Contract.
f.
Any special guarantees or bonds (Submit to COUNTY).
WTP 1A WATER STORAGE TANK
01700-2
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
01700-3
SECTION 02015 - MOBILIZATION, SITE PREPARATION AND DEMOBILIZATION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Work specified in this section consists of all Work necessary to move in personnel
and equipment and prepare the site for construction, complete and to remove the same
personnel and equipment from the site when construction is complete.
B.
The limits of the CONTRACTOR’s staging area and other applicable restrictions are
shown on the Drawings.
PART 2 -- PRODUCTS
2.01
A.
TEMPORARY UTILITIES
The CONTRACTOR shall provide all temporary facilities required for performing the
Work as specified in Section - 01510 Temporary Utilities.
PART 3 -- EXECUTION
3.01
A.
3.02
A.
LAYOUT
The CONTRACTOR shall set up construction facilities in a neat and orderly manner
within designated areas as noted on the drawings of the Contract documents. It shall
accomplish all required Work in accordance with applicable portions of these
specifications and shall confine its operations to Work areas as shown on the drawings.
DEMOBILIZATION
At the completion of Work the CONTRACTOR shall remove its personnel, equipment,
and temporary facilities from the site in a timely manner. The CONTRACTOR shall
also be responsible for transporting all unused materials belonging to the COUNTY to a
place of storage on site designated by the ENGINEER and for removing from the site
and disposing of all other materials and debris resulting from the construction. It shall
then return all areas used for its activities to a condition as noted on the Contract
Documents.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02015-1
INTENTIONALLY LEFT BLANK
SECTION 02110
CLEARING AND GRUBBING
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Clear and grub the areas to be occupied by the facilities to be constructed including all
areas to be excavated, filled, paved or planted as shown on the Drawings and as
specified herein.
DEFINITIONS
A.
Clearing shall consist of the cutting, removal and satisfactory disposal of all trees,
stumps, brush, shrubs, sod, fencing, rubbish and any other objectionable material shown
on the Drawings to be removed.
B.
Grubbing shall consist of the removal and disposal of all stumps larger than 1-1/2 inches
in diameter and other objectionable material to a depth of at least 12 inches below the
ground surface.
PART 2 -- PRODUCTS (Not Used)
PART 3 -- EXECUTION
3.01
A.
3.02
A.
PROTECTION OF ADJACENT AREAS
The CONTRACTOR shall protect areas shown on the Drawings or designated by the
ENGINEER to remain protected from damage by construction operations by erecting
suitable barriers of other acceptable means. Areas outside the limits of construction as
shown on the Drawings shall be protected and no equipment or materials shall be stored
or allowed to damage these areas.
DISPOSAL
All roots, vegetation and other refuse shall be removed from the site and disposed of by
the CONTRACTOR. Burning of any material on the site will not be permitted.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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INTENTIONALLY LEFT BLANK
SECTION 02210 - SITE GRADING
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall perform grading Work within the limits, elevations and grades
indicated on the Drawings and as specified herein.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 02224 - Excavation and Backfill for Structures
B.
Section 02526 - Concrete Pavement and Walkways
1.03
QUALITY CONTROL
A.
The site shall be graded to the required elevations. Spot elevations are shown on the
Drawings and the finished surfaces shall be uniformly sloped between these locations.
B.
Suitable excavated material shall be used in the formation of embankments. The
CONTRACTOR shall provide all additional fill material required to complete the
embankments.
PART 2 -- PRODUCTS
2.01
A.
FILL
Suitable fill material shall be noncohesive, nonplastic, granule mixture of local sand and
limerock, shall be free from vegetation, organic material or muck and shall contain not
more than 10 percent material by weight which passes the No. 200 sieve. Broken
concrete shall not be used in the fill. Fill material containing limerock shall have
sufficient sand to fill the voids in the limerock, and no individual rocks or pieces of hard
material that will not pass a 6-inch diameter ring shall be used in the fill; except that the
upper 4-inches of all backfill or fills shall not contain any rock or hard material that will
not pass a 3-inch diameter ring.
All fill material shall be provided by the
CONTRACTOR from any excess suitable on-site material or from off-site sources, all
subject to review and acceptance by the ENGINEER prior to use. The CONTRACTOR
shall be responsible for determining the volume of material required for the site.
PART 3 -- EXECUTION
3.01
A.
GRADING AND COMPACTION
Fill material shall be placed in lifts not to exceed 8-inches and compacted to a density of
not less than 95 percent of maximum density at optimum moisture as determined by
ASTM D 1557. Fill material shall be within plus or minus 2 percentage points of
optimum moisture content.
WTP 1A WATER STORAGE TANK
02210-1
3.02
A.
FINE GRADING
After structures, bases and pavements are completed and the yard piping trenches
backfilled, the disturbed areas of the site shall be fine graded. All construction debris,
regardless of size, shall be removed. The completed surface shall be shaped and
sloped to drain away from the structures. The completed surface shall be within 0.1
foot of the elevations shown on the Drawings, unless otherwise accepted by the
ENGINEER. Minor adjustments to line and grade may be required as the Work
progresses in order to satisfy field conditions.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02210-2
SECTION 02222 - EXCAVATION AND BACKFILL FOR UTILITIES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Excavate, grade and backfill as required for the site underground piping systems, as
shown on the Drawings and specified herein.
RELATED WORK SPECIFIED ELSEWHERE
A.
Division 3 - Concrete
B.
Section 15000 - Piping, General
C.
Division 16 - Electrical
1.03
SUBMITTALS
A.
General: Submit information and samples to the ENGINEER for review as specified
herein in accordance with the Section 01300 - Submittals.
B.
Dewatering: The CONTRACTOR shall submit to the ENGINEER its proposed methods
of handling trench water and the locations at which the water will be disposed of.
Methods shall be acceptable to the ENGINEER and meet all local regulatory agency
requirements before starting the excavation.
C.
Bedding and Backfill Materials: The CONTRACTOR shall notify the ENGINEER of the
off-site sources of bedding and backfill materials, and submit to the ENGINEER a
representative sample weighing approximately 50 lbs.
D.
Sheeting System: Drawings of any proposed sheeting system and design computations
shall be submitted to the ENGINEER prior to commencement of construction activities at
the affected work; however, the review of these Drawings shall in no way relieve the
CONTRACTOR of the responsibility to provide a safe and satisfactory sheeting and
shoring system. Sheeting and shoring shall be designed by the CONTRACTOR, and
the proposed design shall be sealed by a Professional Engineer registered in the State
of Florida. If the ENGINEER is of the opinion that at any point sufficient or proper
supports have not been provided, it may direct the CONTRACTOR to install additional
supports at the CONTRACTOR's expense.
1.04
A.
QUALITY CONTROL
An independent testing laboratory will be retained by the COUNTY to do appropriate
testing as described in Section 01400 - Quality Control. The CONTRACTOR shall
schedule its Work so as to permit a reasonable time for testing before placing
succeeding lifts and shall keep the laboratory informed of its progress.
WTP 1A WATER STORAGE TANK
02222-1
1.05
A.
1.06
GROUNDWATER
The CONTRACTOR shall be responsible for anticipating groundwater conditions and
shall provide positive control measures as required. Such measures shall ensure
stability of excavations, groundwater pressure control, prevention of tanks, pipes, and
other structures from settling or being lifted by hydrostatic pressures, and avoiding the
disturbance of subgrade bearing materials.
TRENCH SAFETY ACT COMPLIANCE
A.
The CONTRACTOR by signing and executing the contract is, in writing, assuring that it
will perform any trench excavation in accordance with the Florida Trench Safety Act,
Section 553.60 et.seq. The CONTRACTOR further identified the separate item(s) of
cost of compliance with the applicable trench safety standards as well as the method of
compliance as noted in the "Trench Safety Act Compliance Statement" of the front-end
documents.
B.
The CONTRACTOR acknowledges that this cost is included in the applicable items of
the Proposal and Contract and in the Grand Total Bid and Contract Price.
C.
The CONTRACTOR is, and the COUNTY and ENGINEER are not, responsible to review
or assess the CONTRACTOR's safety precautions, programs or costs, or the means,
methods, techniques or technique adequacy, reasonableness of cost, sequences or
procedures of any safety precaution, program or cost, including but not limited to,
compliance with any and all requirements of Florida Statute Section 553.60 et. seq. cited
as the "Trench Safety Act". The CONTRACTOR is, and the COUNTY and ENGINEER
are not, responsible to determine if any safety or safety related standards apply to the
project, including but not limited to, the "Trench Safety Act".
1.07
PROTECTION OF PROPERTY AND STRUCTURES
A.
The CONTRACTOR shall, at its own expense, sustain in place and protect from direct or
indirect injury, all pipes, pipe supports, poles, conduits, walls, buildings, and all other
structures, utilities, and property in the vicinity of its Work. Such sustaining shall be
done by the CONTRACTOR. The CONTRACTOR shall take all risks attending the
presence or proximity of pipes, poles, conduits, walls, buildings, and all other structures,
utilities, and its Work. It shall be responsible for all damage, and assume all expenses,
for direct or indirect injury and damage, caused by its Work, to any such pipe, structures,
etc., or to any person or property, by reason of injury to them, whether or not such
structures, etc., are shown on the Drawings.
B.
Barriers shall be placed at each end of all excavations and at such places as may be
necessary along excavations to warn all pedestrian and vehicular traffic of such
excavations. Barricades with flashing lights shall also be placed along excavation from
sunset each day to sunrise of the next day until such excavation is entirely refilled,
compacted, and paved. All excavations shall be barricaded where required to meet
OSHA, local and Federal Code requirements, in such a manner to prevent persons from
falling or walking into any excavation within the site fenced property limits.
PART 2 -- PRODUCTS
WTP 1A WATER STORAGE TANK
02222-2
2.01
MATERIALS
A.
General: Materials shall be furnished as required from on-site excavations or from
acceptable off-site sources as required. The CONTRACTOR shall notify the ENGINEER
of the sources of each material at least ten calendar days prior to the anticipated use of
the materials.
B.
Pipe Bedding: In general, clean sandy excavated materials, that are free from organics,
clay and construction debris, can be used as pipe bedding when construction is in a dry
condition and when the bedding is not sided by muck. Pipe bedding material shall be
able to pass through a 3/4-inch sieve. Separation of suitable material for pipe bedding
from other material shall be made during the excavation.
C.
Screened gravel shall be used for small diameter (less than 24 inches) and plastic pipe
bedding when either the trench is within the water table or when the bedding is sided by
muck or muck-like material. Screened gravel shall consist of hard, durable particles of
proper size and gradation, and shall be free from organic material, wood, trash, sand,
loam, clay, excess fines, and other deleterious materials. The gravel shall be graded
within the following limits:
D.
E.
Sieve Size
Percent Finer by Weight
1 inch
100
½ inch
99
2 inch
65
No. 4
2
Crushed stone shall be used for bedding of 24-inch and larger diameter pipe. Crushed
stone shall consist of hard, durable, subangular particles of proper size and graduation,
and clay, excess fines, and other deleterious materials. The stone shall be graded
within the following limits:
Sieve Size
Percent Finer by Weight
1 ½ inch
100
1 inch
95 to 100
2 inch
25 to 60
No. 4
0 to 10
No. 8
0 to 5
Sand for bedding polyvinyl chloride pipe and conduit shall be a dry screened sand.
Sand shall be graded sand with 100 percent passing a 1/2 inch sieve and not more than
5 percent passing a No. 200 sieve.
WTP 1A WATER STORAGE TANK
02222-3
F.
Backfill: In general, clean sandy excavated material, that is free from organics, clay and
construction debris can be used for backfill material. All material to be used as select
backfill shall be able to pass a 3/4-inch sieve. If, in the ENGINEER's opinion, excavation
material is unsuitable for backfill purposes, imported material having a sand equivalent
value of not less than 20 percent shall be used for this portion of the trench backfill. All
backfill material (placed above select backfill) shall be able to pass through a 6-inch ring.
If suitable backfill is not available from the excavations, it shall be obtained from off-site
sources.
PART 3 -- EXECUTION
3.01
EXCAVATION
A.
The CONTRACTOR shall perform all excavation of every description and of whatever
substance encountered, to the dimensions, grades and depths shown on the Drawings,
or as directed. All excavations shall be made by open cut. All existing utilities such as
pipes, poles, electrical lines and structures shall be carefully located, supported and
protected from injury; in case of damage, they shall be restored at the CONTRACTOR's
expense.
B.
Pipe trenches for piping shall be excavated to a width within the limits of the top of the
pipe and the trench bottom so as to provide a clearance on each side of the pipe barrel,
measured to the face of the excavation, or sheeting if used, of 8 inches to 12 inches.
Where the pipe size exceeds 12 inches, the clearance shall be from 12 inches to 18
inches. All pipe trenches shall be excavated to a level where suitable material is
reached, a minimum of 8 inches below the excavated depth, that will allow for a
minimum of 36 inches of covering unless otherwise indicated on the Drawings.
Excavation depths in other types of materials and conditions shall be made as
hereinafter specified.
C.
In areas where trench widths are not limited by right-of-way and/or easement widths,
property line restrictions, existing adjacent improvements, including pavements,
structures and other utilities, and maintenance of traffic, the trench sides may be sloped
to a stable angle of repose of the excavated material but only from a point one foot
above the crown of the pipe. A substantially and safely constructed movable shield,
"box" or "mule" may be used in place of sheeting when the trench is opened immediately
ahead of the shield and closed immediately behind the shield as pipe laying proceeds
inside the shield.
D.
Ladders or steps shall be provided for and used by personnel to enter and leave
trenches.
E.
Excavation for appurtenances shall be sufficient to provide a clearance between their
outer surfaces and the face of the excavation or sheeting, if used, of not less than 12
inches.
F.
Excavated unsuitable material shall be removed from the site and disposed of by the
CONTRACTOR. Materials removed from the trenches shall be stored and in such a
manner that will not interfere unduly with any on-site operations, traffic on public
WTP 1A WATER STORAGE TANK
02222-4
roadways and sidewalks and shall not be placed on private property. In congested
areas, such materials as cannot be stored adjacent to the trench or used immediately as
backfill shall be removed to other convenient places of storage acceptable to the
COUNTY at the CONTRACTOR's expense.
G.
3.02
Excavated material that is suitable for use as backfill shall be used in areas where
sufficient material is not available from the excavation. Suitable material in excess of
backfill requirements shall be either used on the site as directed by the ENGINEER or
disposed of by the CONTRACTOR.
SHEETING AND BRACING
A.
The CONTRACTOR shall furnish, place and maintain sheeting and bracing to support
sides of the excavation or support to adjacent structures as necessary to provide safe
Working conditions in accordance with OSHA requirements, and to protect pipes,
structures and other Work from possible damage. Where wood sheeting or certain
designs of steel sheeting are used, the sheeting shall be cut off at a level of 2 feet above
the top of the installed pipe and that portion below the level shall be left in place.
B.
If interlocking steel sheeting is used, it may be removed providing removal can be
accomplished without disturbing adjacent structures, the bedding, pipe or alignment of
the pipe. Any damage to the pipe bedding, pipe or alignment of the constructed utility
caused by the removal of sheeting shall be cause for rejection of the affected portion of
the Work. The COUNTY may permit sheeting to be left in place at the request and
expense of the CONTRACTOR.
C.
If the ENGINEER is of the opinion that at any point sufficient or proper supports, have
not been provided, it may order additional supports put in at the CONTRACTOR's
expense. The CONTRACTOR shall be responsible for the adequacy of all sheeting
used and for all damage resulting from sheeting and bracing failure or from placing,
maintaining and removing it.
3.03
REMOVAL OF WATER
A.
General: It is a basic intent of these Specifications that excavations shall be free from
water before pipe or structures are installed.
B.
The CONTRACTOR shall provide pumps, and other appurtenant equipment necessary
to remove and maintain water at such a level as to permit construction in a dry condition.
The CONTRACTOR shall continue dewatering operations until backfilling has
progressed to a sufficient depth over the pipe to prevent flotation or movement of the
pipe in the trench or so that it is above the water table. If at any point during the
dewatering operation it is determined that fine material is being removed from the
excavation sidewalls, the dewatering operation shall be stopped. If any of the subgrade
or underlying material is disturbed by movement of groundwater, surface water, or any
other reason, it shall be replaced at the CONTRACTOR's expense with crushed stone or
gravel.
C.
The CONTRACTOR shall use dewatering systems that include automatic starting
devices, and standby pumps that will ensure continuous dewatering in the event of an
WTP 1A WATER STORAGE TANK
02222-5
outage of one or more pumps.
D.
3.04
A.
3.05
Disposal: Water from the trenches and excavation shall be disposed of in such a
manner as will not cause injury to public health, to public or private property, to the Work
completed or in progress, to the surface of parking areas or streets, cause any
interference with the use of the same by the public, or cause pollution of any waterway
or stream. The CONTRACTOR shall submit its proposed methods of handling trench
water and locations at which the water will be disposed of. The CONTRACTOR retains
unit responsibility for acquiring all necessary permits, and meeting all local regulatory
agency requirements prior to the start of excavation.
TRENCH STABILIZATION
No claim for extras, or additional payment will be considered for cost incurred in the
stabilization of trench bottoms which are rendered soft or unstable as a result of
construction methods, such as improper or inadequate sheeting, dewatering or other
causes. In no event shall pipe be installed when such conditions exist and the
CONTRACTOR shall correct such conditions so as to provide proper bedding or
foundations for the proposed installation at no additional cost to the COUNTY before
placing the pipe or structures.
PIPE BEDDING
A.
Pipe trenches shall be excavated as described in Article 3.01. The resulting excavation
shall be backfilled with acceptable pipe bedding material, up to the level of the centerline
of the proposed pipe barrel. This backfill shall be tamped and compacted to provide a
proper bedding for the pipe and shall then be shaped to receive the pipe. Bedding shall
be provided under the branch of all fittings to furnish adequate support and bearing
under the fitting.
B.
Any excavation below the levels required for installation of the pipe bedding shall be
backfilled with acceptable bedding material, tamped, compacted and shaped to provide
proper support for the proposed pipe, at the CONTRACTOR's expense.
3.06
BACKFILL
A.
Pipelines: Pipeline trenches shall be backfilled to a level 12 inches above the top of the
pipe with select backfill obtained from the excavation. Such material shall be placed in
6-inch layers, each compacted to the densities specified in Article 3.07. Only hand
operated mechanical compacting equipment shall be used within six inches of the
installed pipe.
B.
After the initial portion of backfill has been placed as specified above, and after all
excess water has completely drained from the trench, backfilling of the remainder of the
trench may proceed. The remainder of the backfill shall be selected material obtained
from the excavation and shall be placed in horizontal layers, the depth of which shall not
exceed the ability of the compaction equipment employed, and in no event shall exceed
a depth of 12 inches. Each layer shall be moistened, tamped, puddled, rolled or
compacted to the densities specified in Article 3.07.
WTP 1A WATER STORAGE TANK
02222-6
C.
3.07
A.
B.
Maintenance Access Structures (MAS) and Vaults: Any excavation below the levels
required for the proper construction of MAS or vaults shall be filled with Class B
Concrete. The use of earth, rock, sand or other materials for this purpose will not be
permitted.
COMPACTION AND DENSITIES
Compaction of backfill shall be 100 percent of the maximum density where the trench is
located under structures or paved areas, and 95 percent of the maximum density
elsewhere. More thorough compaction may be required when Work is performed in other
regulatory agencies jurisdictions, such as the FDOT. Methods of control and testing of
backfill construction are:
1.
Maximum density of the material in trenches shall be determined by ASTM D
1557.
2.
Field density of the backfill material in place shall be determined by ASTM D 1556
or D 2922.
Testing: Laboratory and field density tests, which in the opinion of the ENGINEER are
necessary to establish compliance with the compaction requirements of these
Specifications, shall be ordered by the ENGINEER. The CONTRACTOR shall
coordinate and cooperate with the testing laboratory. The testing program will be
implemented by the ENGINEER establishing depths and locations of tests.
Modifications to the program will be made as job conditions change.
C. Field Density Testing Frequency for pipeline backfill shall be as follows:
D.
3.08
A.
1.
Pipelines within the plant site: For each pipe perform one field density test after
the backfill is 12 inches above the top of the pipe. Perform an additional field
density test every 12-inches of backfill.
2.
New and removed pipe lines within the storage tank site: Perform field density
checks at the locations and frequencies as directed by the ENGINEER.
Trench backfill which does not comply with the specified densities, as indicated by such
tests, shall be reworked and recompacted until the required compaction is secured, at no
additional cost to the COUNTY. The costs for retesting such Work shall be paid for by
the CONTRACTOR.
ADDITIONAL EXCAVATION AND BACKFILL
Where organic material, such as roots, muck, or other vegetable matter, or other
material which, in the opinion of the ENGINEER, will result in unsatisfactory foundation
conditions, is encountered below the level of the proposed pipe bedding material, it shall
be removed to a depth of two feet below the outside bottom of the pipe or to greater
depths as directed by the ENGINEER and removed from the site. Sheeting shall be
installed if necessary to maintain pipe trenches within the limits identified by the
ENGINEER. The resulting excavation shall be backfilled with suitable backfill material,
WTP 1A WATER STORAGE TANK
02222-7
placed in 12-inch layers, tamped and compacted up to the level of the bottom of the
proposed pipe bedding material. Sufficient compaction of this material shall be
performed to protect the proposed pipe against settlement. Construction shall then
proceed in accordance with the provisions of Article 3.05 "Pipe Bedding".
B.
Additional excavation (more than two feet below the pipe) as indicated on the trench
detail shall be performed only when ordered by the ENGINEER. Where organic or other
material is encountered in the excavation, the CONTRACTOR shall bring the condition
to the attention of the ENGINEER and obtain the ENGINEER’s determination as to
whether or not the material will require removal, prior to preparing the pipe bedding. The
excavation of material up to a depth of two feet below the outside bottom are incidental
items of construction and the Work shall be done at the CONTRACTOR's expense.
Where ordered by the ENGINEER, the additional excavation, backfill and additional
sheeting, if required, shall be paid in accordance with the COUNTY Change Order
procedure.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02222-8
SECTION 02224 - EXCAVATION AND BACKFILL FOR STRUCTURES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
This section consists of excavation, dewatering if required, backfill and compaction
under structures required for a complete installation as shown on the Drawings and
specified herein.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 02110 – Clearing and Grubbing
B.
Section 03300 - Cast-In-Place Concrete
1.03
DEFINITIONS
A.
Maximum Density: Maximum weight in pounds per cubic foot of a specific material.
B.
Optimum Moisture: Percentage of water in a specific material at maximum density.
1.04
SUBMITTALS
A.
General: Submit information and samples as specified herein to the ENGINEER for
review in accordance with Section 01300 - Submittals.
B.
Sheeting System: When a sheeting system is required, drawings of the sheeting
system and design computations shall be submitted to the ENGINEER prior to
commencement of construction activity at the affected work. However, the review of
these drawings shall in no way relieve the CONTRACTOR of the responsibility to
provide a safe and satisfactory sheeting and shoring system. Sheeting and shoring
shall be designed by the CONTRACTOR, and the proposed design shall be sealed by a
Professional Engineer registered in the State of Florida. If the ENGINEER is of the
opinion that at any point sufficient or proper supports have not been provided, it may
order additional supports to be put in at the CONTRACTOR's expense.
C.
Dewatering: The CONTRACTOR shall submit its proposed methods of handling
groundwater and the locations at which the water will be disposed of. Methods shall be
acceptable to the ENGINEER. The CONTRACTOR retains unit responsibility for
requiring all necessary permits and meeting all local regulatory agency requirements
prior to the start of the excavation.
D.
Structural Fill Material: The CONTRACTOR shall notify the ENGINEER of the off-site
sources of structural fill and submit to the ENGINEER the grain size distribution,
moisture retaining properties of the proposed fill. The CONTRACTOR shall submit a
representative sample weighing approximately 50 lbs.
WTP 1A WATER STORAGE TANK
02224-1
E.
1.05
A.
1.06
Required Procedures:
1.
Obtain all necessary permits for its dewatering activities from the jurisdictional
agencies including, but not limited to the South Florida Water Management District,
as applicable. Submit copies of permits to the ENGINEER.
2.
The CONTRACTOR shall not place any footing or tank foundation reinforcement
until the excavations have been tested for compaction.
QUALITY CONTROL
An independent testing laboratory will be retained by the CONTRACTOR to do
appropriate testing as described in Section 01400 - Quality Control.
The
CONTRACTOR shall schedule its Work so as to permit a reasonable time for testing
before placing succeeding lifts and shall keep the laboratory informed of its progress.
In the event any test shows the work is not in conformance with these contract
documents, the cost of any subsequent testing to show conformance shall be borne by
the CONTRACTOR.
JOB CONDITIONS
A.
The CONTRACTOR shall satisfy itself as to the character and amount of different soil
materials, groundwater and the subsurface conditions to be encountered in the Work to
be performed. Information and data, when furnished, are for the CONTRACTOR's
general information. However, it is expressly understood that any interpretation or
conclusion drawn therefrom is totally the responsibility of the CONTRACTOR.
ENGINEER and COUNTY assumes no liability for the accurateness of the data
reported.
B.
The CONTRACTOR shall locate existing underground utilities in areas of work. Test
pits and hand excavation in critical areas will be required prior to initiating work.
C.
All existing utilities including piping, electrical conduits, electrical ductbanks and
telephone cable that are shown on the contract documents to be relocated, shall be
relocated prior to initiating earthwork. The CONTRACTOR shall coordinate relocation of
utilities with utility companies having jurisdiction in the area.
1.07
A.
1.08
A.
GROUNDWATER
The CONTRACTOR shall be responsible for anticipating groundwater conditions and
shall provide positive control measures as required. Such measures shall ensure
stability of excavations, groundwater pressure control, prevention of tanks, pipes, and
other structures from being lifted by hydrostatic pressures, and avoiding the disturbance
of subgrade bearing materials.
PROHIBITION OF BLASTING
The use of explosives for excavation Work is strictly prohibited on this project.
WTP 1A WATER STORAGE TANK
02224-2
1.09
A.
PROTECTION OF PROPERTY AND STRUCTURES
The CONTRACTOR shall, at its own expense, sustain in place and protect from direct
or indirect injury, all pipes, poles, conduits, walls, buildings, and all other structures,
utilities, and property in the vicinity of its Work. Such sustaining shall be done by the
CONTRACTOR. The CONTRACTOR shall take all risks attending the presence of
proximity of pipes, poles, conduits, walls, buildings, and all other structures, utilities,
and property in the vicinity of its Work. The CONTRACTOR shall be responsible for all
damage, and assume all expenses, for direct or indirect injury and damage, caused by
its Work, to any such pipe, structures, etc., or to any person or property, by reason of
injury to them, whether or not such structures, etc., are shown on the Drawings.
PART 2 -- PRODUCTS
2.01
STRUCTURAL FILL MATERIAL
A.
Materials shall be furnished as required from on-site excavations or from acceptable
off-site sources as required. Structural fill material shall consist of limerock and fine to
medium sand with less than 12 percent passing the No. 200 sieve, free of rubble,
organics, clay, debris, and other unsuitable material. Broken Portland cement or
asphaltic concrete will not be considered an acceptable fill material.
B.
Unsuitable fill Material: Classified as A-2-4, A-2-5, A-2-6, A-2-7, A-4, A-5, A-6, A-7, and
A-8, in accordance with AASHTO designation M145. Also peat and other highly organic
soils.
C.
Backfill Material: Backfill against walls shall be suitable material from on-site or off-site
sources that does not contain any rock larger than ½-inches.
2.02
A.
CRUSHED STONE
Crushed stone placed below foundation slabs shall be hard, durable, sub-angular
particles of proper size and gradation, and shall be free from organic materials, wood,
trash, sand, caulk, excess fines, and other deleterious materials. Maximum aggregate
size shall be 3/4 inches.
PART 3 -- EXECUTION
3.01
SITE PREPARATION
A.
Clear and grub all surface vegetation, excavating and removing all material clean to a
suitable bearing soil area plus a six foot margin from the exterior foundation lines.
Remove all tree stumps, concentration of roots and other deleterious materials.
Stockpile usable topsoil for landscaped areas as directed by the ENGINEER.
B.
Site Preparation for the ground storage tank shall consist of removing a three (3) foot
thick layer of existing soil from within the foot print of the proposed tank plus an
additional five feet all around the tank footprint. All fill material used on the site below
the tank shall be from off-site sources. Once the three (3) foot layer of soil has been
removed, the subgrade shall be proof-rolled and compacted using vibratory compaction
WTP 1A WATER STORAGE TANK
02224-3
to the requirements of subsection 3.07. Soil which rut or deflect under the vibratory
roller shall be replaced with dry structural fill meeting the requirements of section 2.01.
3.02
EXCAVATION
A.
General: All excavation shall be made in such a manner, and to such widths, as will
give ample room for properly constructing and inspecting the structures they are to
contain. Excavation shall be made in accordance with the details shown on the
Drawings, and as specified herein. Attention shall be given to the handling of storm
water runoff.
B.
Excavated unsuitable material shall be removed from the site and disposed of by the
CONTRACTOR.
C.
Excavated material that is suitable for use as backfill may be used for grading on site
where sufficient material is not available. Material in excess of backfill requirements
shall be disposed off-site by the CONTRACTOR.
3.03
A.
3.04
UNAUTHORIZED EXCAVATION
Excavation work carried outside of the Work limits required by the Contract Documents
shall be at the CONTRACTOR's expense, and shall be backfilled by the
CONTRACTOR at its own expense with suitable material, as directed by the
ENGINEER. Where, in the judgment of the ENGINEER, such over-excavation requires
use of lean concrete or crushed stone, the CONTRACTOR, at its expense shall furnish
and place such materials.
SHEETING AND BRACING
A.
Walls of the excavation shall be sloped and, if required to protect the safety of
personnel, the general public, this or other Work or structure, or excavation walls, the
excavation shall be properly sheeted and braced for conditions encountered and OSHA
requirements.
B.
Excavation for the structures shall be sufficient to provide a clearance between their
outer surfaces and the face of the excavation, sheeting, or bracing, of not less than 2
feet. Materials encountered in the excavation which have a tendency to slough or flow
into the excavation, undermine the bank, weaken the overlying strata, or are otherwise
rendered unstable by the excavation operation shall be retained by sheeting,
stabilization, grouting or other acceptable methods.
C.
Sheeting may be removed (unless specifically noted to be left in place) provided its
removal will not jeopardize existing or new pipes or structures. Any sheeting left in
place shall be cut-off 2 feet below finish grade, or as directed. The CONTRACTOR will
not receive extra compensation for sheeting left in place or the cut off work required.
3.05
A.
REMOVAL OF WATER
It is the basic intent of these Specifications that excavations shall be free from water
before pipe or structures are installed. Reference the Section 01010 - Summary of
Work for specific requirements pertaining to on-site dewatering.
WTP 1A WATER STORAGE TANK
02224-4
B.
The CONTRACTOR shall provide pumps, well points, and other appurtenant equipment
necessary to remove and maintain water at such a level as to permit construction in a
dry condition except where authorized tremie concrete construction Work is shown or
permitted. The groundwater level shall be controlled so as to permit the placing and
curing of concrete and the maintenance of supporting foundations and adjacent Work
and structures. The dewatering system and points of discharge shall meet all local
regulatory requirements and be subject to review and acceptance by the ENGINEER
prior to the commencement of work. The CONTRACTOR shall retain unit responsibility
for meeting the requirements of all local jurisdictional agencies.
C.
The CONTRACTOR shall use dewatering systems that include automatic starting
devices, and standby pumps that will ensure continuous dewatering in the event of an
outage of one or more pumps. It shall be totally responsible for protecting structures
from flotation until final acceptance of the Work. The CONTRACTOR shall also modify
the dewatering system during the course of construction to satisfy faults, legitimate
complaints or legal requirements.
D.
Groundwater shall be maintained two to three feet below the excavation in order to
permit compaction in dry conditions.
3.06
BACKFILLING AND COMPACTION
A.
General: Select structural fill material shall be used for all backfilling Work. Fills under
mats and footing shall be placed in the dry with loose lift thicknesses of 8 inches or
less. Each lift of fill and all subgrades under structures shall be compacted to achieve a
minimum of 95% modified Proctor maximum dry density in accordance with ASTM D
1557. Testing shall be as noted at the end of this Section. The CONTRACTOR shall
coordinate and cooperate with the testing laboratory as described in Article 1.05.
Materials which yield excessively during the compaction shall be undercut and replaced
with well compacted structural fill.
B.
Compaction must achieve a minimum density of 95 percent of soils modified Proctor
Density as tested for the depth of 2 to 3 feet below foundation level.
1.
Proof-roll the exposed stripped and excavated surface area by means of an
approved heavy vibratory roller (Dynapac CA25 or equal) until ten (minimum)
passes have been made and a soil density of 95 percent of maximum modified
Proctor Density (ASTM D-1557) has been achieved twenty-four inches below the
exposed compacted surface. Test compaction as specified. Add water if
necessary to bring up moisture to optimum levels. Replace all material if
determined to be deleterious in areas that "yield" during the final rolling operation
and replace with suitable fill material.
2.
Heavy vibratory equipment (Dynapac CA25 or equal) should be used only in areas
greater than 75 feet from existing structures. Within 75 feet of any existing
structure, non-vibratory compaction equipment such as a heavy rubber-tired frontend loader with a minimum bucket capacity of three (3) cubic yards should be
used. The bucket should be kept full during compaction operations to increase
weight. A sufficient number of passes should be made within the construction area
to compact the in-place soil to a minimum density of 95% (ASTM D-1557) as
tested for the depth of two (2) feet below footing bottoms and slabs on-grade.
WTP 1A WATER STORAGE TANK
02224-5
3.
C.
If groundwater is within twelve to twenty-four inches from the ground surface, it will
be necessary to lower the ground water to permit effective compaction. Lowering
of the groundwater may be accomplished by excavating four to five feet deep
ditches around the construction area and pumping from sumps in the bottom of
ditches.
Equipment and Miscellaneous Pads:
1.
Equipment Pads and Slabs on Grade: Cut, fill and compact subgrades for
concrete slabs to required grade. Compact top 8-inches of concrete slab subgrade
in cut sections and all fill material to a density of not less than 95 percent of its
maximum density 12" below the surface as determined by ASTM D-1557.
2.
Test compaction of all structural fill by a testing lab as specified in Article 3.07.
D.
Final Grades: Final fill grades shall be within 0.1 foot of elevations shown. Unless
otherwise shown on the Drawings, surfaces shall be sloped for drainage or other
purposes.
E.
Backfill Against Structures: Backfill against concrete or masonry structure shall not be
performed until the Work has been reviewed by the ENGINEER and backfilling
permitted. Backfill against walls shall also be deferred until the structural slab for floors
above the top fill line have been placed and attained design strength (or earlier at the
discretion of the ENGINEER). Partial backfilling against adequately braced walls may
be considered by the ENGINEER on an individual situation basis. Where walls are to
be waterproofed all Work shall be completed and membrane materials dried or cured
according to the manufacturer’s instructions before backfilling.
3.07
TESTING
A.
All soil testing and earthwork monitoring will be done by a testing company in
conformance with Paragraph 1.05. Notify the testing company in time to be on hand to
make the tests required by these specifications. The testing company will inform the
project superintendent of its findings for designating areas which will require corrective
Work.
B.
Optimum moisture content of fill material will be determined by Modified Proctor Method
(ASTM D-1557). Field density tests will be conducted to verify compaction in
accordance with ASTM D-1556, ASTM D-2927, or ASTM D-2922.
C.
Compaction tests that fail to pass after additional compaction will continue to be
reworked by the CONTRACTOR until the specified minimum compaction is achieved.
Two additional tests shall be taken for each failed test. Cost of all rework and retests
shall be borne by the CONTRACTOR.
D.
Field Density Tests for Each Structure
Stripped Area
1 Test /1500 S.F. (2 Min below each structure
or pad)
Filled Area
1 Test/1500 S.F./Each Layer (3 Min below each
WTP 1A WATER STORAGE TANK
02224-6
structure or pad)
E.
Bottom of Wall Footings
1 Test/75 L.F. (3 Min below each structure or
pad)
Backfill within Foundation Walls
1 Test/750 S.F./ Each Layer
Column Footings
1 Test/Every 2 footings
Optimum Moisture Content
Existing Stripped Area (Proctor)
1 Test (min)/Structure
Backfill Material Proctor
1 Test/500 C.Y./Source
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02224-7
INTENTIONALLY LEFT BLANK
SECTION 02281 - TERMITE CONTROL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall provide soil treatment below slabs-on-grade for subterranean
insects.
B.
The CONTRACTOR shall provide soil treatment at interior and exterior foundation
perimeter for subterranean insects.
1.02
A.
1.03
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
EPA - Federal Insecticide, Fungicide and Rodenticide Act.
SUBMITTALS
A.
Applicator: Company specializing in soil treatment for termite control with five years
documented experience and with a Professional Entomologist as part of the
Organization. Submit qualifications of proposed company for acceptance by the
ENGINEER.
B.
Materials: Provide certification that toxicants conform to requirements of authority
having jurisdiction. Toxicants shall be in water emulsion in strength as approved by
Federal, State and Local Regulatory Agencies.
C.
Material Packaging: Manufacturer's labels and seals identifying content.
D.
Submittal shall meet requirements of Section entitled "Submittals".
1.04
A.
1.05
REGULATORY CONTROL
Conform to State of Florida and EPA requirements for application licensing and
authority to use toxicant chemicals.
WARRANTY
A.
Provide five year bonded guarantee for material and installation.
B.
Bonded Guarantee: Cover against invasion or propagation of subterranean termites,
damage to building or building contents caused by termites; repairs to building or
building contents so caused.
C.
Inspect Work annually and report in writing to COUNTY.
D.
COUNTY reserves right to renew bonded guarantee for an additional five years.
WTP 1A WATER STORAGE TANK
02281-1
PART 2 -- PRODUCTS
2.01
DELIVERY
A.
Chemicals shall be delivered to the project site in a transport equipped with a Working
gauge capable of indicating the correct number of gallons being applied to required
areas.
B.
CONTRACTOR shall give ENGINEER forty-eight (48) hours written notice before any
application begins. Application shall not start without ENGINEER on job site to record
gauge readings at start and completion of application.
PART 3 -- EXECUTION
3.01
INSPECTION
A.
Verify the soil surfaces are sufficiently dry to absorb toxicant and ready to receive
treatment.
B.
Beginning of application means acceptance of soil conditions.
3.02
APPLICATION
A.
Application shall be observed by ENGINEER.
B.
Apply toxicant 12 hours prior to installation of vapor barrier under slab-on-grade or
finish grading outside foundation walls.
C.
Apply toxicant in accordance with manufacturer's instruction.
D.
Coordinate soil treatment at foundation perimeter with finish grading and landscaping
Work to avoid disturbance of treated soil. Retreat disturbed treated soil.
3.03
RETREATMENT
A.
If inspection identifies the presence of termites, retreat soil and retest.
B.
Use same toxicant as for original treatment.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02281-2
SECTION 02510 - ASPHALTIC CONCRETE PAVEMENT
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
THE REQUIREMENT
Construct asphaltic concrete pavement in accordance with the lines, grades and typical
section as indicated on the Drawings, specified herein and as required for a complete
installation.
SUBMITTALS
The CONTRACTOR shall submit its proposed formula for the asphaltic concrete paving
for review in accordance with the Section 01300 - Submittals.
QUALITY CONTROL
The phrase "DOT Specifications" shall refer to the Florida Department of Transportation
Standard Specifications for Road and Bridge Construction. The DOT Specifications, are
referred to herein and are hereby made a part of this Contract to the extent of such
references, and shall be as binding upon the Contract as through reproduced herein in
their entirety.
PART 2 -- PRODUCTS
2.01
MATERIALS
A.
Limerock Base: The limerock base shall consist of either one or two courses of Miami
Oolite limerock in accordance with Section 200 and 911 of the DOT Specifications.
B.
Prime Coat: The material used for the prime coat shall be cut-back Asphalt Grade
RC-70 conforming to Sections 300 and 916 of the DOT Specifications for prime to be
used on Miami Oolite formation limerock.
C.
Tack Coat: The material used for the tack coat shall be Emulsified Asphalt Grade RS-2
conforming to Sections 300 and 916 of the DOT Specifications.
D.
Asphaltic Concrete: The materials and construction of the asphaltic concrete patch and
surface courses shall be Type S-III Asphaltic Concrete conforming to Sections 330, 331
and 916 of the DOT Specifications.
WTP 1A WATER STORAGE TANK
02510-1
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
Subgrade: Roadway subgrades shall be stabilized to the minimum depth shown on the
Drawings to a Limerock Bearing Ratio of not less than 40. Stabilizing shall be Type B as
defined in Section 160 of the DOT Specifications. Stabilization may require the addition
and thorough mixing in of crushed limerock, course limerock screenings, or any other
stabilizing material acceptable to the ENGINEER. The stabilizing material shall be
applied in such quantity that, after mixing and blending, the subgrade will have a LBR of
not less than 40. Stabilizing material shall be mixed or blended in the subgrade material
by plowing, scarifying, disking, harrowing, blading and mixing with rotary tillers until the
mixed materials are of uniform bearing value throughout the width and depth of the layer
being processed.
B.
At least three density determinations shall be made on each day's final compaction
operations on each course, and the density determinations shall be made at more
frequent intervals if deemed necessary by the ENGINEER.
C.
Limerock Base: The limerock base shall be constructed in accordance with Section 200
of the DOT Specifications, to the thickness and width indicated on the Drawings.
D.
After spreading of the base material is completed, the entire surface shall be scarified
and shaped so as to produce the exact grade and cross section after compaction. For
double course base, this scarifying shall extend a depth sufficient to penetrate slightly
the surface of the first course. The maximum depth of each lift shall be 8-inches.
E.
When the material does not have the proper moisture content to insure the required
density, wetting or drying shall be required. If the material is deficient in moisture, water
will be added and uniformly mixed in by disking the base course to its full depth. If the
material contains an excess of moisture, it shall be allowed to dry before being
compacted. As soon as proper conditions of moisture are attained, the material shall be
compacted to an average density not less than 98 percent maximum density as
determined in more than one course, the density shall be obtained in each lift of the
base.
F.
During final compacting operations, if blading of any areas is necessary to obtain the
true grade and cross section, the compacting operations for such areas shall be
completed prior to making the density determination on the finished base.
G.
Unless otherwise directed by the ENGINEER, the surface shall be "hard-planed" with a
blade grader immediately prior to the application of the prime coat to remove the thin
glaze or cemented surface and to allow free penetration of the prime material. The
materials planed from the base shall be removed from the base area.
H.
If cracks or checks appear in the base, either before or after priming, which in the
opinion of the ENGINEER, would impair the structural efficiency of the base course, the
WTP 1A WATER STORAGE TANK
02510-2
CONTRACTOR shall remove such cracks or checks by rescarifying, reshaping, adding
base material where necessary and recompacting, at no additional cost to the COUNTY
I.
Mixing Base and Subgrade: If at any time the subgrade material shall become mixed
with the base course material, the CONTRACTOR shall, without additional
compensation, dig out and remove the mixture, reshape and compact the subgrade and
replace the materials removed with clean base material, which shall be shaped and
compacted as specified above.
J.
Prime Coat: The prime coat shall be applied at a rate of 0.15 gallons per square yard
and the Work performed in accordance with Section 300 of the DOT Specifications.
K.
Tack Coat: The tack coat shall be applied at a rate between 0.02 and 0.10 gallons per
square yard and the Work performed in accordance with Section 300 of the DOT
Specifications.
L.
Asphaltic Concrete: The spreading, compacting and jointing the wearing surface shall
be in accordance with Sections 330 and 331 of the DOT Specifications to the thickness
indicated on the Drawings.
3.02
PAVEMENT REPAIR
A.
All damage to pavement as a result of Work under this Contract shall be repaired in a
manner satisfactory to the ENGINEER and at no additional cost to the COUNTY. The
repair shall include the preparation of the subgrade, the placing and compacting of the
limerock base, the priming of the base, the placing and maintaining of the surface
treatment, all as specified herein.
B.
The width of all repairs shall extend at least 12 inches beyond the limit of the damage.
The edge of the pavement to be left in place shall be cut to a true edge with a saw or
other acceptable method so as to provide a clean edge to abut the repair. The line of
the repair shall be reasonably uniform with no unnecessary irregularities.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02510-3
INTENTIONALLY LEFT BLANK
SECTION 02580
PAVEMENT MARKING AND TRAFFIC SIGNS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall provide all striping pavement, traffic signs and parking stall
wheel stops as indicated on the Drawings, specified herein and as required for a
complete installation.
SUBMITTALS
A.
The Contractor shall submit shop drawings and other information to the ENGINEER for
review in accordance with section entitled "Submittals".
B.
The CONTRACTOR shall furnish the manufacturer's certification that all signs furnished
conform to these specifications and shall replace or repair at its expense all signs that
fail to meet this requirement.
1.03
A.
QUALITY CONTROL
The phrase "DOT Specifications" shall refer to the Florida Department of Transportation
Standard Specifications for Road and Bridge Construction. The DOT Specifications, are
referred to herein and are hereby made a part of this Contract to the extent of such
references, and shall be as binding upon the Contract as though reproduced herein in
their entirety.
PART 2 -- PRODUCTS
2.01
A.
PAVEMENT MARKING
Paint for pavement strips shall be Sherwin-Williams or Tnemec thermoplastic traffic paint
or equal.
- END OF SECTION
WTP 1A WATER STORAGE TANK
02580-1
INTENTIONALLY LEFT BLANK
SECTION 02667 – HYDRAULIC STRUCTURES TESTING AND DISINFECTION
PART 1 – GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall perform all cleaning, flushing, testing, and disinfection of all
constructed water storage structures and appurtenant piping, including conveyance of
test water from COUNTY-designated source to point of use, and including all disposal
thereof, complete and acceptable, all in accordance with the requirements of the
Contract Documents.
B.
The COUNTY will provide the CONTRACTOR with a maximum of two tank fills for the
completion of leakage testing, disinfection and final filling. These two tank fills shall be
free of charge. All water used in excess of this amount, due to CONTRACTOR caused
failure, shall be paid for by the CONTRACTOR at the rate of $2.18 per 1,000 gallons.
C.
Provide all temporary piping (i.e., a calibrated manometer) as required to measure the
water level and water elevation in the tank. Assist the Resident Project Representative
in recording water levels.
D.
Provide a backflow prevention device as required by the Broward County Health
Department from the water source to the proposed tank.
1.02
A.
STRUCTURES TO BE TESTED
The following structures shall be tested and disinfected:
1.
1.03
New water storage tank at WTP 1A.
WATERTIGHTNESS OF STRUCTURES
A.
It is the intent of these Specifications that all concrete work, sealing work around built-in
items and penetrations be performed as required to ensure that groundwater, surface
water, and water or liquids in tanks, channels and containers will not intrude into any
equipment rooms, pipe trenches, habitable areas or other generally dry areas.
B.
The required water tightness shall be achieved by quality concrete construction and
proper sealing of all joints and penetrations.
C.
Each unit shall be tested separately and the leakage tests shall be made prior to
backfilling and before equipment is installed.
D.
The CONTRACTOR shall provide at its own expense all labor, material, temporary
bulkheads, pumps, water measuring devices, etc., necessary to perform the required
tests.
WTP 1A WATER STORAGE TANK
02667-1
E.
Built-In Items and Penetrations
1. All pipe sleeves, built-in items and penetrations shall be sealed as detailed and as
required to ensure a continuous watertight seal.
F.
1.04
A.
Notification by ENGINEER: If any leaks, in excess of the specified amount, are not
remedied by the CONTRACTOR within four (4) weeks of notification by the ENGINEER,
regardless of whether the cause of these leaks is or is not determined, the ENGINEER
shall have the authority to have these leaks repaired by others. The cost of repairs, by
others, shall be deducted from monies due or to become due to the CONTRACTOR.
PROPOSED GENERAL WORK SEQUENCE
The following general sequence is a suggested sequence of work for the completion of
the hydraulic structures testing and disinfection. The suggested sequence is as follows:
1. Complete the construction of the storage tank with the exception of the connection
between the existing and proposed potable water piping.
2. Tank shall be cleaned thoroughly by scrubbing with an approved cleaning agent and
then hosing down all surfaces with a high pressure hose and nozzle of sufficient size
to deliver a minimum flow of 50 gpm. All water, dirt and foreign material
accumulated during this cleaning operation shall be discharged from the structure or
otherwise removed.
3. Fill the tank with potable water to its maximum design volume from the COUNTY
approved source.
4. Record volume of water added to the tank.
5. Use water from the tank to flush construction debris from the proposed potable water
piping. Top off the tank.
6. Perform leak testing of new tank. In conjunction with the tank leakage test, conduct
hydrostatic testing of the potable water piping in accordance with Section 15995.
7. Upon successful completion of the leakage testing, flush the tank.
8. Disinfect the new tank as described herein (including final tank fill). Additionally,
disinfect the potable water piping and pumping equipment as described in Section
15995.
9. Coordinate with COUNTY’s testing lab for the laboratory to perform sampling and
analysis as required to demonstrate bacteriological clearance. Submit documentation
to the ENGINEER in accordance with Section 01300 demonstrating satisfactory
bacteriological testing results for the storage tank and the piping.
WTP 1A WATER STORAGE TANK
02667-2
10. Upon receipt of satisfactory test results the ENGINEER will request permission from
the Broward County Health Department (BCHD) to make the final connection
between the existing and new systems.
11. Once this BCHD permission is obtained the ENGINEER will provide the
CONTRACTOR with a written statement authorizing the CONTRACTOR to make the
final connection between the existing and new systems.
12. Once the final connection between the existing and new systems is successfully
completed the CONTRACTOR may initiate facility testing in accordance with Section
01660.
PART 2 -- PRODUCTS
2.01
MATERIALS REQUIREMENTS
A.
All water holding structures shall be thoroughly cleaned after all work is completed and
before the structure is coated, tested, disinfected, and placed in service. Cleaning
agents shall not contain hazardous substances or deleterious compounds that would
cause a violation of water quality or negative health effects if introduced into the water
supply during disinfection and filling operations. Cleaning agents shall be submitted to
ENGINEER for review prior to use.
B.
Temporary valves, bulkheads, or other water control equipment and materials shall be
as determined by the CONTRACTOR subject to the ENGINEER'S review. No
materials shall be used which would be injurious to the construction or its future
function.
PART 3 -- EXECUTION
3.01
GENERAL
A.
The CONTRACTOR shall make all necessary provisions for conveying the water from
the source to the points of use and conduct all disinfection and tank filling processes.
B.
All hydraulic structures and appurtenant pressure piping shall be tested. All testing
operations shall be done in the presence of the ENGINEER. The testing specified
below must be satisfactorily completed prior to project completion.
C.
Release and disposal of water from structures, after testing has been completed, shall
be as acceptable to the ENGINEER.
D.
Disinfection operations shall be scheduled by the CONTRACTOR as late as possible
during the contract time period to assure the maximum degree of sterility of the facilities
at the time that the project is to be placed into service. Bacteriological testing shall be
performed by the CONTRACTOR. The COUNTY shall pay for laboratory testing in
accordance with applicable sections of Division 1. Provide all necessary coordination
WTP 1A WATER STORAGE TANK
02667-3
and assist personnel with obtaining samples. Testing procedures and bacteriological
results shall be acceptable to the Broward County Health Department.
E.
3.02
Release and disposal of water from structures, after testing has been completed, shall
be as acceptable to the ENGINEER.
HYDRAULIC STRUCTURES TESTING
A.
General: Testing shall be performed prior to backfilling, except where otherwise
acceptable to the ENGINEER. Testing shall not be performed sooner than 14 days
after all portions of structure walls and associated roof systems have been completed.
The test shall consist of filling the structure with water to the maximum operating water
surface. All visible leakage shall be repaired in accordance with repair methods
specified in applicable sections of Division 3 and 15 of these Specifications.
B.
Leakage Test and Repairs: After the structure has been filled and visible leaks
repaired, the water loss leakage test shall be performed as follows: An initial water
level reading shall be made. Seven (7) days following the initial reading, a second
reading shall be made. The structure shall be considered to have passed the test if
water loss during the 7-day period, as computed from the 2 water level readings, does
not exceed 0.2 percent of the total volume of water in the structure, after allowance is
made for evaporation loss and rainfall gain. Method for calculating allowances shall be
agreed upon by both ENGINEER and CONTRACTOR prior to testing. If intermediate
readings or observed leakage indicate that the allowable leakage will be exceeded, the
test may be terminated before the end of the 7-day period and appropriate action taken
to correct the problem before commencing a new 7-day test period. Should the
structure fail to pass the test, the test may be repeated once. If, at the end of 14 days,
the structure still fails to pass the leakage test, the CONTRACTOR shall empty the
structure as acceptable to the ENGINEER and shall examine the interior for evidence of
any cracking or other conditions that might be responsible for the leakage. Any cracks
shall be "vee'd" and sealed with polyurethane sealant in accordance with the Section
entitled, "Cast-In-Place Concrete." Any evidence of leakage shall be repaired.
Following these operations, the CONTRACTOR shall again test the structure. The
structure will not be accepted as completed until the water loss leakage test is passed
and all visible leakage repaired.
3.03
DISINFECTION OF STRUCTURES
A.
Prior to disinfection, structures shall be cleaned thoroughly by scrubbing with an
approved cleaning agent and then hosing down all surfaces with a high pressure hose
and nozzle of sufficient size to deliver a minimum flow of 50 gpm. All water, dirt and
foreign material accumulated during this cleaning operation shall be discharged from
the structure or otherwise removed.
B.
All structures which store or convey potable water shall be disinfected by chlorination.
Chlorination of structures shall be performed in accordance with the requirements of
ANSI/AWWA C652 entitled, Disinfection of Water-Storage Facilities, using a
combination of chlorination Methods 2 and 3 as modified herein.
WTP 1A WATER STORAGE TANK
02667-4
C.
Chlorination: A strong chlorine solution of approximately 200 mg/L shall be sprayed on
all interior surfaces of the structure. Following this, the structure shall be partially filled
with water to a depth of approximately one foot. During the partial filling operation, a
chlorine water mixture shall be injected by means of a solution-feed chlorinating device
in such a way as to give a uniform chlorine concentration during the entire filling
operation. The point of application shall be such that the chlorine solution will mix
readily with the inflowing water. The dosage applied to the water shall be sufficient to
provide a chlorine residual of at least 50 mg/L upon completion of the partial filling
operation. Precautions shall be taken to prevent the strong chlorine solution from
flowing back into the lines supplying the water. After the partial filling has been
completed, sufficient water shall be drained from the lower ends of appurtenant piping
to ensure filling the lines with the heavily chlorinated water.
D.
Retention Period: Chlorinated water shall be retained in the partially filled structure and
appurtenant piping long enough to destroy all non-spore-forming bacteria, and in any
event, for at least 24 hours. After the chlorine-treated water has been retained for the
required time, the free chlorine residual in the structure and appurtenant piping shall be
at least 25 mg/L when tested according to Standard Methods. All valves shall be
operated while the lines are filled with the heavily chlorinated water.
E.
Final Filling of Structure: After the free chlorine residual has been checked, and has
been found to satisfy the above requirement, the water level in the structure shall be
raised to its final elevation by addition of potable water and held for 24 hours. Before
final filling is commenced, the quantity of heavily-chlorinated water remaining in the
structure after filling the piping shall, unless otherwise acceptable to the ENGINEER, be
sufficient, when the water level is raised to its final elevation to produce a free chlorine
residual of between 1 and 2 mg/L. After the tank has been filled, the strength of the
chlorinated water shall be determined. If the free chlorine residual is less than 1 mg/L,
an additional dosage shall be applied to the water in the tank. After 24 hours, the free
chlorine residual shall be no less than 1 mg/L or an additional dosage shall be applied
and the residual tested again after 24 hours. If the free chlorine residual is greater than
2 mg/L, the structure shall be partially emptied and additional potable water added. In
no case shall water be released prior to the expiration of the required retention period.
3.04
A.
3.05
A.
BACTERIOLOGICAL SAMPLING AND TESTING
Disinfected water storage facilities shall be sampled and tested in accordance with
ANSI/AWWA C652.
CONNECTIONS TO EXISTING SYSTEM
Where connections are to be made to an existing potable water system, HTH shall be
added to all points of connection.
- END OF SECTION WTP 1A WATER STORAGE TANK
02667-5
INTENTIONALLY LEFT BLANK
SECTION 02900 - TREES, PLANTS, AND GROUND COVER
PART 1
GENERAL
1.01 SECTION INCLUDES:
A.
B.
C.
D.
E.
F.
1.02
Preparation of subsoil and topsoil.
Topsoil bedding.
New and Relocation of trees, plants, and ground cover.
Mulch.
Maintenance.
Tree Pruning.
SCOPE
A. The work shall consist of furnishing all labor, supplies, equipment and materials
necessary to complete the planting of all trees, palms, shrubs and ground covers
in the locations shown on the drawings, and all other work associated with and
incidental to the landscape planting work as shown on the drawings and specified
under this section.
B. All plant materials and references in this section are not necessarily required on
this project; however, when indicated or required by drawings or specifications,
they shall be applicable.
C. All plant material shall be of the specific size and quality indicated on the drawings;
shall be installed, maintained and watered in strict accordance with good
horticultural practices.
D. The CONTRACTOR is responsible for the complete removal of all existing plant
material necessary to implement the construction plans.
E. Unless otherwise noted, the CONTRACTOR is responsible for the replacement of
any existing lawn or other landscape area, damaged during the construction
process to original or better condition.
F. The CONTRACTOR is responsible for the growing of all plant materials indicated
on the plans that the CONTRACTOR cannot guarantee to be available at the time
of the project installation.
G. CONTRACTOR submitting a proposal for this contract is responsible to inspect the
site to acquaint themselves with the site conditions, including but not limited to
existing and proposed utilities in area of work.
WTP 1A WATER STORAGE TANK
02900-1
1.03 REFERENCES
A. ANSI Z60.1 - Nursery Stock.
B. NAA (National Arborist Association) - Pruning Standards for Shade Trees.
C. State of Florida Standards- Nursery Stock.
1.04
DEFINITIONS
A.
Weeds: Include Crab Grass, Bermuda Grass, Johnson Grass, Poison Ivy, Nut
Sedges, Bindweed, Goose Grass, Crowfoot Grass, Torpedo Grass, Spurges,
Spreading Dayflower, Guinea Grass, Bull Paspalum, Sandbur, Love Grass, Finger
Grass, Paricum Grasses, Foxtail, Smut Grass, Amaranth, Chickweeds, Ragwood,
Spanish Needles, Thistle, Horseweed, Dogfennel, Cudweed, Hawksbeard,
Dollarweed, Pepperweed, Beggarweeds, Sida, Oxalis, Pusley, Penneywort,
Matchweed, and Punctureweed.
B.
Plants: Living trees, plants, and ground cover specified in this Section, and
described in ANSI Z60.1.
1.05 SUBMITTALS
A.
Section 01700 - Contract Closeout: Procedures for submittals.
B. Maintenance Data: Include cutting and trimming method.
C. Planting soil. Requests for substitutions from the specified product shall be
accompanied by documentation from a qualified agricultural testing laboratory that
indicates that the proposed planting soil meets the requirements of the
specifications.
D. Water storing polymer.
E. Mulch.
F.
1.06
A.
Staking and guying materials.
QUALITY ASSURANCE
Nursery Qualifications: Company specializing in growing and cultivating the plants
with documented experience.
B. Installer Qualifications: Company specializing in installing and planting the plants
with documented experience.
C. Tree Pruner Qualifications: Company specializing in pruning trees with proof of
Arborist Certification.
WTP 1A WATER STORAGE TANK
02900-2
D. Tree Pruning: NAA- Pruning Standards for Shade Trees.
E. Maintenance Services: Performed by installer.
1.07 CONTRACTOR SUPERVISION
A. The CONTRACTOR shall provide a competent superintendent and any necessary
assistants on the project when work is in progress.
B. The superintendent shall not be changed during the project without the consent of
the COUNTY unless the superintendent leaves the CONTRACTOR'S employment.
C. The superintendent shall represent the CONTRACTOR and in the
CONTRACTOR's absence all directions given by the ENGINEER shall be
binding as if given to the CONTRACTOR.
D. The CONTRACTOR's superintendent shall supervise the CONTRACTOR's
employees on the job site and be responsible for their actions and conduct on the
job site.
1.08 PROTECTION OF WORK AND PROPERTY
A. The CONTRACTOR shall continuously maintain adequate protection of all work
from damage and shall protect the COUNTY’s property from injury or loss arising
in connection with CONTRACTOR’s work.
B.
The CONTRACTOR is responsible for contacting the necessary entities to
determine the locations of all underground utilities on the site.
C. The CONTRACTOR shall take care to avoid damage to any existing buildings,
equipment, piping, pipe coverings, electrical systems, sewers, sidewalks,
landscaping, grounds, aboveground or underground installations or structures of
any kind, and shall be responsible for any damage that occurs as a result of
the work.
D. The CONTRACTOR shall adequately protect t h e work and all adjacent property
as provided and required by law.
E. Utilities noted on the plans are anticipated locations only. The utilities shown
may not include all underground utilities on the site, and the locations indicated
may not be as installed.
1.09 REGULATORY REQUIREMENTS
A.
1.10
Plant Materials: Certified by State Department of Agriculture.
DELIVERY, STORAGE, AND HANDLING
WTP 1A WATER STORAGE TANK
02900-3
A.
Deliver, store, protect and handle products to site under provisions of Section
01600.
B.
Protect and maintain plant life until planted.
C.
Deliver plant life materials immediately prior to placement. Keep plants moist.
1.11
ENVIRONMENTAL REQUIREMENTS
A.
Do not install plant life when ambient temperatures may drop below 35°F.
B.
Do not install plants when wind velocity exceeds 30 mph.
1.12
WARRANTY
A.
Provide one-year warranty under provisions of Section 01700.
B. Warranty: Include coverage for one continuous growing season; replace dead or
unhealthy plants.
C.
Replacements: Plants of same size and species as specified, planted in the next
growing season, with a new warranty commencing on date of replacement.
REQUIRED INSPECTIONS
1.13
A.
During the planting process, the CONTRACTOR shall request the following
inspections. Inspections shall be made and work approved prior to beginning
subsequent phases of the planting process.
B. An inspection shall be requested to review:
1. The quality grade of the trees and any damage to trunks or limbs caused
during the installation process. Damage to trees will downgrade the
materials in accordance with "Grades and Standards-Revised".
2. The finished grade of the tree installation.
3. The removal of binding materials on top of the tree ball in accordance with
these specifications.
C. This inspection shall be requested and made before any sodding or mulching work
occurs. All of the above items will be reviewed at a single inspection.
PART 2 PRODUCTS
2.01
NOMENCLATURE
WTP 1A WATER STORAGE TANK
02900-4
A. All plant material shall conform to the names given in Hortus Third, published by
the Macmillian Publishing Co., Inc., copyright 1976. Names of varieties not
included therein shall conform to names accepted in the trade.
2.02 GRADE STANDARDS
A. All plant material shall be nursery grown, except where specified as collected
material, and shall comply with all required inspections, grading standards and
plant regulations as set forth by the latest editions of the Florida Department of
Agriculture's "Grades and Standards for Nursery Plants, 2nd Edition: February
1998.
B. All plant material shall have a growth habit that is normal for that species and shall
be sound, healthy, vigorous, and free from insects, plant diseases and injuries.
C. Unless otherwise specified, all plant material shall be Florida No. 1 or better until
the expiration of the required maintenance period.
D. Plant material showing signs of die-back or leaf-drop after planting will not be
accepted.
E. Plant material shall not have chlorosis in any foliage.
2.03 INSPECTION AND TRANSPORTING
A.
Movement of nursery stock shall comply with all Federal and State regulations.
2.04 PLANTING SOIL
A. All plant material, unless otherwise specified shall be planted with planting soil
consisting of approximately 50% sand and 50% muck by volume.
B. Planting soil shall be as manufactured by Atlas Peat and Soil, Inc.- Mix 5050 or
other equivalent manufactured soil mixture.
C. If a substitute is proposed, the CONTRACTOR shall provide sufficient analytical
information from a qualified testing laboratory so that the 50/50 ratio of muck to
sand can be ascertained.
D. . A water-storing polymer shall be uniformly mixed within the planting soil at the rates
recommended by the polymer manufacturer.
2.05 PLANT REQUIREMENTS
A.
Balled and Burlapped Plants: The root ball shall be properly protected and kept
moist until planted. Whenever possible, the plant shall be handled only by the
earth ball and not by the plant itself. The diameter of the ball must be sufficient to
WTP 1A WATER STORAGE TANK
02900-5
encompass all of the fibrous and feeding root system necessary for the
development of the plant.
B. Container-Grown Plants:
Plants that have become "pot bound" will not be
acceptable. A container cutter shall be used unless the root ball system slips easily
and unbroken from the container. Plants shall not be removed from the can until
immediately before planting. Containerized trees with circling roots shall not be
accepted.
C. Collected Plants: Plant material that has not been taken from active nursery
operations shall be dug with a root ball spread at least 1/3 greater than nursery
grown plants and shall not be planted before inspection and acceptance at the site.
D. Palms: All palm species except Sabal palmetto shall have roots adequately
wrapped before transporting. All Sabal palms shall be slicks. Sabal palms shall
have a hurricane cut. Sabal palms shall be installed on site at the earliest
opportunity in the construction process. Palm trees showing signs of dieback or
dead fronds will not be accepted. Sabal palms will not be accepted with burn
marks. Any damaged palm tree will be rejected. All Sabal palms shall be from
Palm Beach County or other sandy soils. All Sabal palms shall be Florida Fancy.
The balls of all Sabal palms shall be sufficiently large to support the head of the
palm. The Contractor shall treat all palms as required to prevent infestation by the
palmetto weevil.
2.06 WATER STORING POLYMER
A. The polymer shall be a super absorbent sodium based polymer with chemically
identical partial sizes of .5 mm to 2.8 mm. The polymer shall be non-toxic. The
polymer shall be incorporated into all planting soil at the rate recommended by the
polymer manufacturer.
2.07
WATER
A. All water is to be supplied and applied by the CONTRACTOR. All watering shall
be by water truck.
PART 3
EXECUTION
3.01 EXAMINATION
A. Verify that prepared subsoil and planters are ready to receive work.
B. Verify that required underground utilities are available, in proper location, and
ready for use.
3.02
EXISTING VEGETATION REMOVAL
WTP 1A WATER STORAGE TANK
02900-6
A. The CONTRACTOR shall remove all existing vegetation necessary to implement
the project construction plans.
3.03 GRADING OF PLANTING AREAS
A.
3.04
Unless otherwise specified, all planting areas bordered by pavement, sidewalk or
curb shall have a finished grade (not including mulch) 3" below the grade
established by the adjacent pavement, sidewalk or curb.
EXCAVATION OF PLANT HOLES
A.
Tree Holes: Tree holes shall be roughly cylindrical in shape with the sides
approximately vertical. All holes shall be deep enough to allow for a 6" layer of
planting soil under the ball. Plants shall be centered in the holes. Holes to
accommodate tree ball sizes less than 24" in diameter shall be at least 18" in
diameter greater that the diameter of the ball. Holes to accommodate balls 2' and
larger in diameter must be at least 2' in diameter greater that the diameter of the
ball. Holes to accommodate balls 5' and larger must be at least 36" in diameter
greater than the diameter of the ball.
B.
Shrub Holes: Shrub holes shall be roughly cylindrical in shape with the sides
approximately vertical. All holes shall be deep enough to allow for a 2" layer of
planting soil under the ball. Plants shall be centered in the holes. Holes to
accommodate shrub balls shall be 8" greater in diameter than the size of the ball
of the plant supplied.
C. Removal of Subsoil:
excavations.
Dispose of excess subsoil removed from planting
D. The CONTRACTOR shall be responsible for the complete removal of all shell
rock or other road bases that encroach more than 12" into the planting areas.
Remove or roto-till all compacted soils as required to provide for good soil
percolation. All voids resulting from such excavations shall be filled with clean,
well-draining planting soil.
3.05 SETTING OF PLANTS
A.
Plants shall rest on the prepared hole bottom and final grade around the plant
shall conform to the surrounding grade. Plants shall be set straight and plumb.
The balls of balled and burlap plants that cannot be planted immediately shall be
covered with moist soil, mulch or other protection to prevent drying. All plants
shall be watered as necessary before and after planting.
B. The CONTRACTOR should note that there are not individual irrigation bubblers
on most of the trees on this project. The CONTRACTOR will be responsible for
providing hand watering to properly establish all trees and palms, and to maintain
WTP 1A WATER STORAGE TANK
02900-7
them in a healthy condition.
C. Cut and remove all metal, wire, rope, nylon, twine or other materials (excluding
burlap) from the tops of all root balls. Mulch should not be placed until an
inspection has been requested to verify that all such materials have been
removed from the top of the root balls, and that the trees have been installed at
the proper grade.
3.06 BACKFILLING
A. All backfill to be used in planting shall be comprised of the specified planting soil
combined with the water-storing polymer. The backfill shall be firmly tamped and
settled by watering to within 1/3 of the top of the planting hole and thoroughly
puddled with water to eliminate all air pockets before bringing backfill up to the
finished grade. There shall be a 6" high water basin, no smaller than the plant
hole, constructed around each plant for watering purposes. Hedge and mass
shrub planting should have the dike encompassing the entire grouping of plants.
The soil used to make the dike shall consist of planting soil. The dike should be
removed prior to beginning the mulching or sodding operation.
3.07 INSTALLATION OF GROUND COVERS
A. All areas to receive ground covers shall be sub-graded to accept a 2" thick layer of
clean, weed free, 100% organic pulverized muck. Roto-till or hand spade the muck
into the existing soil to a depth of 4". Plant the ground cover as specified on the
drawings.
3.08
STAKING AND GUYING
A.
The CONTRACTOR shall stake all trees and palms. The CONTRACTOR shall be
responsible for the replacement or adjustment of all trees, palms or shrubs that fall
or lean during the guarantee period, regardless of the reason for the plant
material's displacement.
The CONTRACTOR shall be responsible for any
damage caused by the falling or leaning of trees. All tree staking shall be
accomplished in a neat and clean manner.
B.
Trees shall be securely anchored as per the tree installation detail on the drawings.
Stakes shall be spaced evenly around the trunk of the trees. Trees may also be
staked as specified in Grades and Standards for Nursery Plants, 2nd Edition:
February 1998, page 27.
C.
Palms will be staked as specified in Grades and Standards for Nursery Plants, 2nd
Edition: February 1998, page 27.
3.09
PRUNING
WTP 1A WATER STORAGE TANK
02900-8
A.
3.10
All broken or damaged roots shall be cut off smoothly. The tops of all new or
relocated trees shall be pruned in a manner complying with standard horticultural
practices. All pruning will be accomplished as directed by the COUNTY or
designated representative. The CONTRACTOR shall be responsible for the initial
pruning of all tree and shrubs as directed by the COUNTY or designated
representative. A certified Arborist shall make all pruning of limbs in excess of 2"
in diameter.
MULCHING
A.
Within one week after plant installation, apply mulch material or equal in a
minimum 2" thick layer over all tree, shrub and ground cover planting areas,
unless otherwise specified. All mulch layers shall be of the specified thickness at
the time of the final acceptance of the work.
B.
Place a layer of mulch or equal at least 2" in depth in a circle around all trees
located in lawn areas. The diameter of the circle shall be 18" in diameter larger
than the ball of the plant provided. Pull the mulch away so that it is not in direct
contact with the trunk of the tree.
3.11
DISPOSAL OF SURPLUS MATERIALS AND SITE CLEANUP
A.
Surplus excavated materials from plant holes shall be properly disposed of off the
site. All debris and other objectionable material created through planting operations
and landscape construction shall be removed completely from the site.
B.
All preservation areas shall be cleared of trash and debris. The CONTRACTOR
shall be responsible for the removal of trash and debris that was existing at the
start of construction, as well as materials that have been deposited during the
construction process.
C.
All rocks and other debris shall be removed from all planting and lawn areas.
3.12
A.
3.13
CONDITIONS OF PLANTING
Plant material shall be maintained by watering, removing dead branches,
resetting plants to proper grade or upright position and any other operation
necessary to assure good maintenance and compliance with the drawings and
specifications. The CONTRACTOR shall keep all guy wires tight and all tree
staking properly adjusted.
All plants shall remain healthy, vigorous and
undamaged throughout the establishment period.
ESTABLISHMENT PERIOD
WTP 1A WATER STORAGE TANK
02900-9
A.
3.14
A.
3.15
A.
3.16
A.
The CONTRACTOR will be responsible for the proper maintenance, survival and
condition of all plantings from the time of installation until the final acceptance of
the landscape and irrigation work by the COUNTY and the ENGINEER. Final
acceptance will not be granted prior to "substantial completion" of the entire
project. Necessary replacement of plants during the guarantee period shall be the
responsibility of the CONTRACTOR. All plantings shall be alive and in good
growing condition at the time of final acceptance. The rating of each plant
according to Florida Grades and Standards shall be equal to or better than that
called for on the drawings and specified in this section at the time of final
acceptance.
COMPLETION AND ACCEPTANCE
Completion of the work shall mean full compliance and conformity with the
provisions expressed or implied in the drawings and in the specifications, and
acceptance of the work by the COUNTY and the ENGINEER. Upon satisfactory
completion of the work, the ENGINEER will perform an inspection of the work to
determine if the planting work is ready for acceptance.
GUARANTEE AND REPLACEMENT
All plant material shall be guaranteed for a minimum of one year after "Substantial
Completion" of project or final acceptance of the landscape and irrigation work by
the COUNTY and the ENGINEER, whichever is later. The guaranteeing of plant
material shall be construed to mean complete replacement with plant material of
the same species, size, quality and grade as that of the original material. The
CONTRACTOR at its expense shall replace plant material not in healthy growing
condition, or with questionable survival ability at the end of the guarantee period.
During the guarantee period it shall be the CONTRACTOR's responsibility to
immediately replace any dead material.
MAINTENANCE PROVISIONS
The CONTRACTOR is responsible for complete maintenance of all landscaping
until "Substantial Completion" of the project or final acceptance of the landscape
and irrigation work by the COUNTY and the ENGINEER, whichever is later.
Maintenance shall include, but not be limited to:
1. Watering of all plant materials as required to provide good conditions for
plant health and growth.
2. Removal of all weeds from the planting beds within one week after their
appearance.
3. Pruning of all shrubs and trees as directed by the COUNTY or its
designated representative.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
02900-10
SECTION 02905 - GRASS SODDING
PART 1 GENERAL
1.01 SECTION INCLUDES:
A.
B.
C.
D.
Preparation and Placing of subsoil.
Fertilizing.
Sod installation.
Maintenance.
1.02 SCOPE
A. The work consists of performing all grass sodding and related work as indicated on
drawings and described in this section.
B. Unless otherwise indicated, the CONTRACTOR is responsible for the repair of any
existing lawn areas disturbed during the construction process.
C. The CONTRACTOR is responsible for the irrigation of all lawn areas on the project,
Including those not covered by an irrigation system.
D. The CONTRACTOR is responsible for the all maintenance to the Bermuda
grass lawns during a minimum 2-month grow in period.
1.03
REFERENCES AND RELATED DOCUMENTS
A. ASPA (American Sod Producers Association) - Guideline Specifications to Sodding.
B. The provisions of the General Conditions, Supplementary Conditions, and the
Sections included under, Division 1, General Requirements, are included as
part of this section.
1.04
DEFINITIONS
A. Weeds: Include Crab Grass, Bermuda Grass, Johnson Grass, Poison Ivy, Nut
Sedges, Bindweed, Goose Grass, Crowfoot Grass, Torpedo Grass, Spurges,
Spreading Dayflower, Guinea Grass, Bull Paspalum, Sandbur, Love Grass, Finger
Grass, Paricum Grasses, Foxtail, Smut Grass, Amaranth, Chickweeds, Ragwood,
Spanish Needles, Thistle, Horseweed, Dogfennel, Cudweed, Hawksbeard,
Dollarweed, Pepperweed, Beggarweeds, Sida, Oxalis, Pusley, Penneywort,
Matchweed, and Punctureweed.
1.05
SUBMITTALS
A. Provide submittals per Section 01300.
B. Section 01700 - Contract Closeout: Procedures for submittals.
WTP 1A WATER STORAGE TANK
02905-1
1.06
QUALITY ASSURANCE
A.
Sod: Minimum age of 18 months, with root development that will support its
own weight without tearing, when suspended vertically by holding the upper
two corners.
B.
Submit sod certification for grass species and location of sod source.
C. Sod Producer: Company specializing in sod production and harvesting with
minimum three years of experience, and certified by the State of Florida.
D.
Installer: Company approved by the sod producer.
1.07 DELIVERY, STORAGE, AND PROTECTION
A. Section 01600 - Material and Equipment: Transport, handle, store, and
protect products.
B.
Deliver sod on pallets. Protect exposed roots from dehydration.
C. All sod delivered to the site, shall be laid within 8 hours.
1.08
1.09
PROJECT CONDITIONS
A.
CONTRACTOR shall inspect the site and plans to become aware of the
project conditions and requirements before submitting a bid.
B.
Sequence installation to ensure orderly and expeditious utility connections.
CONTRACTOR SUPERVISION
A. The CONTRACTOR shall provide a competent superintendent and any
necessary assistants on the project when work is in progress.
B. The superintendent shall not be changed during the project without the
consent of the ENGINEER unless the superintendent leaves the
CONTRACTOR's employment.
C. The superintendent shall represent the CONTRACTOR and in the
CONTRACTOR's absence all directions given t o superintendent by the
ENGINEER shall be binding as if given to the CONTRACTOR.
D. The CONTRACTOR's superintendent shall supervise the CONTRACTOR's
employees on the job site and be responsible for their actions and conduct on
the job site.
WTP 1A WATER STORAGE TANK
02905-2
1.10
PROTECTION OF WORK AND PROPERTY
A. The CONTRACTOR shall continuously maintain adequate protection of all its
work from damage and shall protect the COUNTY’s property from injury or
loss arising in connection with its work.
B. The CONTRACTOR is responsible for contacting the necessary entities to
determine the locations of all underground utilities on the site.
C. The CONTRACTOR shall take care to avoid damage to any existing buildings,
equipment, piping, pipe coverings, electrical systems, sewers, sidewalks,
landscaping, grounds, aboveground or underground installations or structures
of any kind, and shall be responsible for any damage that occurs as a result of
its work.
D. CONTRACTOR shall adequately protect i t s work and all adjacent property as
provided and required by law.
E. Utilities noted on the plans are anticipated locations only. The utilities shown
may not include all underground utilities on the site, and the locations indicated
may not be as installed.
PART 2 PRODUCTS
2.01
GRASS SOD
A.
Sod shall be the recognized Argentine Bahia or St. Augustine Floratam.
Bermuda, whichever is called for on the drawings.
B. Argentine Bahia and St. Augustine sod shall be well matted with roots; shall
be of firm tough texture having a compact top growth and heavy root
development. Bahia sod shall be sand based. St. Augustine sod shall be
muck based. Both types of sod shall contain no significant amounts (more
than 2% of canopy) of Bermuda grass, weeds or any other objectionable
vegetation. The soil embedded in the sod shall be free from fungus, vermin
and other diseases and shall have been mowed at least three times with an
approved lawn mower with final mowing not more than 7 days before the sod
is cut. The sod shall be taken up in commercial size rectangles measuring
16" x 24". The soil base of the sod shall be of a uniform thickness.
C. Sod shall be sufficiently thick to insure a dense stand of live grass. Sod shall
be live, fresh, and uninjured at the time of planting. Plant sod within 48 hours
after harvesting.
D. Use only sod certified free of fire ants. Before delivering any sod to the
project, the CONTRACTOR shall furnish to the COUNTY and the
ENGINEER written certification from the supplier that the sod is free of fire
ants.
WTP 1A WATER STORAGE TANK
02905-3
2.02 WATER
A.
2.03
CONTRACTOR shall supply and apply all water.
ROLLER
A. CONTRACTOR shall use a roller(s) appropriately sized to achieve the required
lawn surface grade.
2.04 TOP SOIL
A. Top soil for St. Augustine Floratam Lawns: Top soil shall be comprised of
50% sand and 50% organic muck by volume. Top soil shall be as provided
by Atlas Peat and Soil, Inc. - Mix 5050, or other equivalent manufactured soil
mixture accepted in writing by the COUNTY. To propose a substitute, the
CONTRACTOR shall provide verification from an approved agricultural testing
laboratory that the substitute meets the required 50/50 ratio.
PART 3
EXECUTION
3.01 EXAMINATION
A. Verify that prepared soil base is ready to receive the work of this section.
3.02 GENERAL: The order of work for sod installation shall be as follows:
A. Bahia Brass Lawns:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
B.
1.
2.
3.
4.
5.
6.
Removal of debris and existing vegetation not noted to remain.
Rota-tilling of all compacted areas.
Subgrading.
Removal of additional debris as required.
Fine grading.
Placement of sod.
Clean up.
Watering.
Maintenance (including watering of all areas regardless of whether or not
a sprinkler system has been installed).
Rolling of sod as soon as practical.
St. Augustine Floratam Lawns
Removal of debris and existing vegetation not noted to remain.
Rota-tilling of all compacted areas.
Subgrading.
Installation of muck top soils.
Rota-tilling of muck top soil into the existing soils.
Removal of additional debris as required.
WTP 1A WATER STORAGE TANK
02905-4
7.
8.
9.
10.
11.
12.
Fine grading.
Placement of sod.
Clean up.
Watering.
Maintenance (including watering of all areas regardless of whether or not
a sprinkler system has been installed).
Rolling of sod as soon as practical.
3.03 ROTO-TILLING:
A.
Roto-till all lawn areas that have become compacted during the construction
process as required to assure adequate percolation of water through the soil.
3.04 SUBGRADING:
A.
Subgrade all areas to be sodded as required to produce the finish grades
indicated on the grading plans and specifications.
B.
Remove all existing shell rock or other road base that encroaches more than
12" into any lawn area, and fill any voids cause by road base removal with
clean, well-draining, and properly compacted planting soil
3.05 INSTALLATION OF TOP SOIL AND SOIL AMENDMENTS
A.
Install a minimum 2" thick layer of the required topsoil in all areas to be
sodded with St. Augustine Floratam. Roto-till all topsoil into the existing soil
until the top 4" of soil is a homogeneous mixture.
3.06 REMOVAL OF DEBRIS
A . Clean areas receiving grass of all stones larger than 1" in diameter, sticks,
stumps, paper, glass and other debris.
3.07 FINE GRADING
A. After removal of debris, perform fine grading as required to bring all areas to
receive grass to a smooth, even, and finished grade. Fine grade other areas
receiving grass by raking to eliminate wind rows, ridges, depressions and
other irregularities. The CONTRACTOR shall fine grade areas to be sodded
as necessary to achieve a finished grade (top of the sod) as specified in this
section.
B. All sodded areas bordered by sidewalks, asphalt pavement, or curbs shall
have a finished grade (top of the sod's soil) that is flush (or less than ½ ”
below) with the grade of the adjacent sidewalk, asphalt pavement, or curb.
C. All sodded areas bordered by planting areas shall have a finished grade (top
of the sod's soil) that is 1-1/2” above the soil level in the adjacent planting
bed.
WTP 1A WATER STORAGE TANK
02905-5
3.08
PLACING OF SOD
A.
Sod size shall be as previously specified. The setting of pieces shall be
staggered in such a manner as to avoid continuous seams. Sod shall be
moist and shall be placed on a moist earth bed. Carefully place sod by hand,
edge to edge in rows at right angles to the slope, starting at the base of the
area and working upward. On St. Augustine and Bahia lawns, install only full
size (16" x 24") pieces of sod (except for cutting-in purposes). There shall be
no voids between sod pieces, no overlapping of the edges of sod pieces, and
the finished grade of all sodded areas smooth and even. Use clean sand to fill
any developing voids or unevenness in the sod surface. Unless otherwise
indicated by the grading plans, the CONTRACTOR shall ensure that the
finished grade of sod does not vary more than 2" from a 10' long straight
edge.
B.
Sod located on slopes should be placed carefully enough so that rolling with a
power roller is not necessary. Sod located around retention areas, along
pavement areas or in swales may be staked at the discretion of the
CONTRACTOR. The repair of any erosion or sod relocation necessary prior
to the sod becoming firmly rooted to the existing soil will be the responsibility
of the CONTRACTOR. Stakes, if used, shall not interfere with walking on, or
the mowing of, the sodded areas.
C. The CONTRACTOR shall ensure that the finished grade of sod placed directly
adjacent to buildings or other walls does not vary more than 2" from a 10' long
straight edge.
3.09
CLEAN UP
A.
3.10
Upon completion of the work, all debris, fertilizer bags, pallets etc. shall be
removed from the site. Any paved areas including curbs and sidewalks shall
be thoroughly swept.
WATERING
A. Watering of the sodded areas will be the responsibility of the CONTRACTOR.
B.
Sources from which water will be available shall be installed prior to sodding
and shall be in operation for watering sodded areas.
C. In areas where a permanent irrigation system is not to be installed under this
contract, the CONTRACTOR shall provide necessary temporary irrigation
facilities for performing watering as required to establish and maintain turf
areas in a healthy and green condition. The CONTRACTOR shall note that
there are areas of this work that are not to be irrigated by an irrigation system.
3.11
ROLLING AND TOP DRESSING OF THE SOD
WTP 1A WATER STORAGE TANK
02905-6
A. Where ever possible, within one month of the laying of the sod pieces, the sod
shall be pressed firmly into contact with the sod bed by rolling with a suitably
sized mechanical roller or other approved equipment. The rolling operation
shall provide a smooth and even surface conforming to the grades shown on
the grading plan, and insure knitting of sod without displacement of sod or
deformation of the surfaces.
B. All developed unevenness or depressions in the lawn surfaces shall be top
dressed as required to achieve a smooth and even finish. Top dressing shall
not be applied more than 1” thick. In the case that the lawn surface requires
more than 1” of correction, the uneven areas must be removed, re-graded and
re-sodded.
3.12
GUARANTEE AND REPLACEMENT
A. All sod work shall be guaranteed up until the end of the maintenance period.
Replacement of defective or distressed grass materials shall be performed at
no additional cost to the COUNTY. During the guarantee period, it shall be
the CONTRACTOR's responsibility to immediately replace any dead material.
3.13
COMPLETION AND ACCEPTANCE
A.
3.14
Completion of work shall mean full compliance and conformity with the
provisions expressed or implied in drawings and in the specifications. Upon
satisfactory completion of the work, the ENGINEER will perform an inspection
of the work to determine if the sodding work is ready for acceptance.
MAINTENANCE PROVISIONS- ST. AUGUSTINE AND BAHIA GRASS
A. The CONTRACTOR shall be responsible for complete maintenance of all St.
Augustine and Bahia lawn areas until "Substantial Completion" of the project
or final acceptance of the landscape and irrigation work by the COUNTY and
the ENGINEER, whichever is later. Maintenance shall include, but not be
limited to:
1. Mowing all lawn areas no less than every other week, and the
removal of all visible amounts of grass clippings from the lawn areas. The
lawn shall never be allowed to exceed 5" in height for St. Augustine grass
and 8" in height for Bahia grass.
2. Edging of all walks, roadways, and planting beds no less than every
other week.
3. Watering and fertilizing as specified, and as required to maintain all lawn
areas in a good condition for plant growth. Grass is required to be in a healthy
and green condition at the time of final acceptance.
WTP 1A WATER STORAGE TANK
02905-7
END OF SECTION
WTP 1A WATER STORAGE TANK
02905-8
SECTION 03100 – CONCRETE FORMWORK
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
THE REQUIREMENT
The CONTRACTOR shall design and furnish all materials for concrete formwork,
bracing, and supports and shall design and construct all falsework, all in accordance
with the provisions of the Contract Documents.
RESPONSIBILITY
The design and engineering of the formwork as well as safety considerations are the
responsibility of the CONTRACTOR.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03200 - Concrete Reinforcement
B.
Section 03300 - Cast-in-Place Concrete
C.
Section 03315 - Grout
D.
Section 03350 - Concrete Finishes
1.04
A.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Without limiting the generality of other requirements of these Specifications, all work
specified herein shall conform to or exceed the requirements of the Florida Building
Code and the applicable requirements of the following documents to the extent that the
provisions of such documents are not in conflict with the requirements of this Section.
1.
Codes and Standards
a.
2.
Government Standards
a.
3.
The Building Code, as referenced herein, is the Florida Building Code
(FBC).
PS 1 U.S. Product Standard for Concrete Forms, Class I.
Commercial Standards
a.
ACI 347 Recommended Practice for Concrete Formwork.
b.
ACI 318R Building Code Requirements for Reinforced Concrete.
WTP 1A WATER STORAGE TANK
03100-1
1.05
QUALITY ASSURANCE
A.
The variation from established grade or lines shall not exceed 1/4 inch in 10 feet and
there shall be no offsets or visible bulges or waviness in the finished surface. All
tolerances shall be within the "Suggested Tolerances" specified in ACI 347. The
CONTRACTOR shall grind smooth all fins and projections between formwork panels as
directed by the ENGINEER.
B.
Curved forms shall be used for curved and circular structures that are cast-in-place.
Straight panels will not be acceptable for forming curved structures.
PART 2 -- PRODUCTS
2.01
A.
FORM MATERIALS
Except as otherwise expressly accepted by the ENGINEER, all lumber brought on the
job site for use as forms, shoring, or bracing shall be new material. All forms shall be
smooth surface forms and shall be of the following materials:
Footing sides
- Construction grade Hem Fir or Douglas Fir
Walls
- Steel or plywood panel
Columns
- Steel, plywood or fiberglass
Roof and floor Slabs - Plywood
All other work
B.
2.02
A.
- Steel panels, plywood or tongue and groove lumber
Materials for concrete forms, formwork, and falsework shall conform to the following
requirements:
1.
Lumber shall be Southern Pine, construction grade or better, in conformance with
U.S. Product Standard PS20.
2.
Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded,
exterior type Douglas Fir or Southern Pine plywood manufactured especially for
concrete formwork and shall conform to the requirements of PS I for Concrete
Forms, Class I, and shall be edge sealed. Thickness shall be as required to
support concrete at the rate it is placed, but not less than 5/8-inch thick.
PREFABRICATED FORMS
Form materials shall be metal, wood, plywood, or other acceptable material that will not
adversely affect the concrete and will facilitate placement of concrete to the shape,
form, line, and grade indicated. Metal forms shall be an acceptable type that will
accomplish such results. Wood forms for surfaces to be painted shall be Medium
Density Overlaid plywood, MDO Ext. Grade.
WTP 1A WATER STORAGE TANK
03100-2
2.03
FORMWORK ACCESSORIES
A.
Exterior corners in concrete members shall be provided with 3/4-inch chamfers.
Re-entrant corners in concrete members shall not have fillets unless otherwise shown.
B.
Form ties shall be provided with a plastic cone or other suitable means for forming a
conical hole to insure that the form tie may be broken off back of the face of the
concrete. The maximum diameter of removable cones for rod ties, or of other
removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2
inches; and all such fasteners shall be such as to leave holes of regular shape for
reaming.
C.
Form ties for water-retaining structures shall have integral waterstops. Removable
taper ties may be used when acceptable to the ENGINEER. Taper ties shall not be
used to cast water retaining structural walls. At other locations, a preformed neoprene
or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in
the hole left by the removal of the taper tie.
D.
Form release agent shall be a blend of natural and synthetic chemicals that employs a
chemical reaction to provide quick, easy and clean release of concrete from forms. It
shall not stain the concrete and shall leave the concrete with a paintable surface.
Formulation of the form release agent shall be such that it would minimize formation of
"Bug Holes" in cast-in-place concrete.
PART 3 -- EXECUTION
3.01
EXAMINATION
A.
Forms to confine the concrete and shape it to the required lines shall be used wherever
necessary. The CONTRACTOR shall assume full responsibility for the adequate
design of all forms, and any forms which are unsafe or inadequate in any respect shall
promptly be removed from the Work and replaced at the CONTRACTOR's expense. A
sufficient number of forms of each kind shall be provided to permit the required rate of
progress to be maintained. The design and inspection of concrete forms and falsework,
shall comply with applicable Local, State and Federal regulations. Plumb and string
lines shall be installed before concrete placement and shall be maintained during
placement. Such lines shall be used by CONTRACTOR's personnel and by the
ENGINEER and shall be in sufficient number and properly installed. During concrete
placement, the CONTRACTOR shall continually monitor plumb and string line form
positions and immediately correct deficiencies.
B.
Concrete forms shall conform to the shape, lines, and dimensions of members as called
for on the Drawings, and shall be substantially free from surface defects, and
sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to
maintain their position and shape under a load of freshly-placed concrete.
C.
All forms shall be true in every respect to the required shape and size, shall conform to
the established alignment and grade, and shall be of sufficient strength and rigidity to
maintain their position and shape under the loads and operations incident to placing
and vibrating the concrete. Suitable and effective means shall be provided on all forms
for holding adjacent edges and ends of panels and sections tightly together and in
WTP 1A WATER STORAGE TANK
03100-3
accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar
surface defects in the finished concrete. Plywood, 5/8 inch and greater in thickness,
may be fastened directly to studding if the studs are spaced close enough to prevent
visible deflection marks in the concrete. The forms shall be tight so as to prevent the
loss of water, cement and fines during placing and vibrating of the concrete.
Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be
provided with a gasket to prevent loss of fines and paste during placement and
vibration of concrete. Such gasket may be a 1 to 1-1/2-inch diameter polyethylene rod
held in position to the underside of the wall form. Adequate clean-out holes shall be
provided at the bottom of each lift of forms. The size, number, and location of such
clean-outs shall be as acceptable to the ENGINEER.
D.
3.02
A.
3.03
A.
3.04
A.
3.05
A.
Concrete construction joints will not be permitted at locations other than those shown or
specified, except as may be acceptable to the ENGINEER. When a second lift is
placed on hardened concrete, special precautions shall be taken in the way of the
number, location, and tightening of ties at the top of the old lift and bottom of the new to
prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and anchor
bolts shall be set in the forms where required.
EARTH FORMS
All vertical surfaces of concrete members shall be formed, except where placement of
the concrete against the ground is called for on the Drawings. Not less than 1 inch of
concrete shall be added to the thickness of the concrete member as shown where
concrete is permitted to be placed against trimmed ground in lieu of forms. Such
permission will be granted only for members of comparatively limited height and where
the character of the ground is such that it can be trimmed to the required lines and will
stand securely without caving or sloughing until the concrete has been placed.
FOOTINGS, SLAB EDGES AND GRADE BEAMS
Provide wood side forms for all footings, slab edges and grade beams.
APPLICATION - FORM RELEASE AGENT
Apply form release agent
recommendations.
on formwork
in accordance with
manufacturer's
INSERTS, EMBEDDED PARTS AND OPENINGS
Embedded Form Ties: Holes left by the removal of form tie cones shall be reamed with
suitable toothed reamers so as to leave the surface of the holes clean and rough before
being filled with mortar as specified for in Section 03350 - Concrete Finishes. Wire ties
for holding forms will not be permitted. No form-tying device or part thereof, other than
metal, shall be left embedded in the concrete. Ties shall not be removed in such
manner as to leave a hole extending through the interior of the concrete members. The
use of snap-ties which cause spalling of the concrete upon form stripping or tie removal
will not be permitted. If steel panel forms are used, rubber grommets shall be provided
where the ties pass through the form in order to prevent loss of cement paste. Where
metal rods extending through the concrete are used to support or to strengthen forms,
WTP 1A WATER STORAGE TANK
03100-4
the rods shall remain embedded and shall terminate not less than 1-inch back from the
formed face or faces of the concrete.
3.06
A.
3.07
A.
3.08
FORM CLEANING
Forms may be reused only if in good condition and only if acceptable to the
ENGINEER. Light sanding between uses will be required wherever necessary to obtain
uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces
are defined as surfaces which are permanently exposed to view. Unused tie rod holes
in forms shall be covered with metal caps or shall be filled by other methods acceptable
to the ENGINEER.
FORMWORK TOLERANCES
Unless otherwise indicated on drawings, formwork shall be constructed so that the
concrete surfaces will conform to the tolerance limits listed in ACI 347.
FORM REMOVAL
A.
Remove top forms on sloping surfaces of concrete as soon as removal operations will
not allow the concrete to sag. Perform any needed repairs or treatment required on
sloping surfaces at once and follow immediately with the specified curing.
B.
The CONTRACTOR shall be responsible for the removal of forms and shores. Forms
or shores shall not be removed before test cylinders have reached the specified
minimum 28 day comprehensive strength for the class of concrete specified in Section
03300 -Cast-in-Place Concrete, nor sooner than listed below:
3.09
A.
1.
Grade beam side forms
3 days
2.
Wall forms
3 days
3.
Column forms
3 days
4.
Beam and girder side forms
3 days
5.
Beam bottoms and slab forms/shores 14 days
MAINTENANCE OF FORMS
Forms shall be maintained at all times in good condition, particularly as to size, shape,
strength, rigidity, tightness, and smoothness of surface. Forms, when in place, shall
conform to the established alignment and grades. Before concrete is placed, the forms
shall be thoroughly cleaned. The form surfaces shall be treated with a nonstaining
mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall
be satisfactorily removed before placing the concrete. Where field oiling of forms is
required, the CONTRACTOR shall perform the oiling at least two weeks in advance of
their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement
and other metal items to be embedded in concrete.
- END OF SECTION –
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INTENTIONALLY LEFT BLANK
SECTION 03200 – CONCRETE REINFORCEMENT
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish, fabricate and place all concrete reinforcing steel,
welded wire fabric, couplers, and concrete inserts for use in reinforced concrete and
shall perform all appurtenant work, including all the wires, clips, supports, chairs,
spacers, and other accessories, all in accordance with the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 - Submittals
B.
Section 03100 - Concrete Formwork
C.
Section 03300 - Cast-In-Place Concrete
D.
Section 03315 - Grout
1.03
A.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Without limiting the generality of other requirements of these specifications, all Work
specified herein shall conform to or exceed the requirements of the Florida Building
Code and the applicable requirements of the following documents to the extent that the
provisions of such documents are not in conflict with the requirements of this Section.
1.
Codes and Standards
a.
2.
The Building Code, as referenced herein, is the Florida Building Code
(FBC).
Commercial Standards
a.
ACI 315R -92
Details and Detailing of Concrete Reinforcement.
b.
CRSI
Concrete Reinforcing Steel Institute Manual of Standard
Practice
c.
ACI 305
Hot Weather Concreting
d.
ACI 318
Building Code Requirements for Reinforced Concrete.
e.
WRI
Manual of Standard Practice for Welded Wire Fabric.
f.
AWS Dl.4
Structural Welding Code - Reinforcing Steel.
g.
ASTM A 185
Specification for Welded Steel Wire Fabric for Concrete
Reinforcement.
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h.
1.04
ASTM A 615
Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement.
SUBMITTALS
A.
The CONTRACTOR shall submit detailed placing and shop fabricating drawings,
prepared in accordance with ACI 315 and ACI Detailing Manual - (SP66) for all
reinforcing steel. These drawings shall be made to such a scale as to clearly show joint
locations, openings, the arrangement, spacing and splicing of the bars. Where opening
sizes are dependent on equipment selection the CONTRACTOR shall indicate all
necessary dimensions to define steel lengths and placing details.
B.
Details of the concrete reinforcing steel and concrete inserts shall be submitted by the
CONTRACTOR at the earliest possible date after receipt by the CONTRACTOR of the
Notice to Proceed. Said details of reinforcing steel for fabrication and erection shall
conform to ACI 315 and the requirements specified and shown. The shop bending
diagrams shall show the actual lengths of bars, to the nearest inch measured to the
intersection of the extensions (tangents for bars of circular cross section) of the outside
surface. The shop Drawings shall include bar placement diagrams which clearly
indicate the dimensions of each bar splice.
C.
Where mechanical couplers are shown on the Drawings to be used to splice reinforcing
steel, the CONTRACTOR shall submit manufacturer's literature which contains
instructions and recommendations for installation for each type of coupler used;
certified test reports which verify the load capacity of each type and size of coupler
used; and shop Drawings which show the location of each coupler with details of how
they are to be installed in the formwork.
D.
If reinforcing steel is spliced by welding at any location, the CONTRACTOR shall submit
mill test reports which shall contain the information necessary for the determination of
the carbon equivalent as specified in AWS Dl.4. The CONTRACTOR shall submit a
written welding procedure for each type of weld for each size of bar which is to be
spliced by welding, merely a statement that AWS procedures will be followed is not
acceptable. Welding of rebar shall be done only where shown on the Drawings or
allowed in writing by the ENGINEER.
1.05
A.
INSPECTIONS
The City Building Inspectors and the Special Structural Inspector (if required) retained
by the COUNTY will perform inspections of the formwork and reinforcing steel prior to
concrete placement. The CONTRACTOR shall provide a seven day written notice
scheduling the inspections. No concrete shall be placed until the inspections specified
herein are completed and the work is approved for concrete placements. The
CONTRACTOR shall coordinate inspections with the City Building Department only
after the Special Structural Inspector or its authorized agent has completed the required
inspections. The COUNTY or the ENGINEER will not be responsible for concrete
placement delays caused by rejection of the work by the inspectors.
WTP 1A WATER STORAGE TANK
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PART 2 -- PRODUCTS
2.01
A.
2.02
REINFORCEMENT
All reinforcing steel for all reinforced concrete construction shall conform to the following
requirements:
1.
Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60
Billet Steel Reinforcement with supplementary requirement S-1, and shall be
manufactured in the United States.
2.
Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185
and the details shown on the Drawings; provided, that welded wire fabric with
longitudinal wire of W9.5 size wire or smaller shall be either furnished in flat sheets
or in rolls with a core diameter of not less than 10 inches; and provided further, that
welded wire fabric with longitudinal wires larger than W9.5 size shall be furnished
in flat sheets only. All welded wire fabric reinforcement shall be galvanized.
ACCESSORY MATERIALS
A.
Bolsters, chairs, spacers and other devices for supporting and fastening reinforcing in
place shall be galvanized wire type complying with CRSI recommendations on grade
with gray plastic tipped legs.
B.
Metal bar supports for reinforcing steel for wastewater structures shall be Class 2, Type
B stainless steel protected bar supports (CRSI).
C.
Tie Wire: Galvanized 16 gauge annealed type.
D.
Concrete blocks (dobies), used to support and position reinforcing steel, shall have the
same or higher compressive strength as specified for the concrete in which it is located.
Concrete blocks shall only be used bottom mat of reinforcing steel for slabs on grade.
E.
Couplers used to mechanically splice reinforcing steel shall be Linton Standard Copler A2 manufactured by ERICO Products, Inc. or equal. Bars shall be shop threaded to
receive couplers.
2.03
FABRICATION
A.
Reinforcing steel shall be accurately formed to the dimensions and shapes shown on
the Drawings, and the fabricating details shall be prepared in accordance with ACI 315
and ACI 318, except as modified by the Drawings. Stirrups and tie bars shall be bent
around a pin having a diameter not less than 1-1/2 inch for No. 3 bars, 2-inch for No. 4
bars, and 2-1/2 inch for No. 5 bars. Bends for other bars shall be made around a pin
having a diameter not less than 6 times the minimum thickness, except for bars larger
than 1 inch, in which case the bends shall be made around a pin of 8 bar diameters.
Bars shall be bent cold.
B.
The CONTRACTOR shall fabricate reinforcing bars for structures in accordance with
bending diagrams, placing lists, and placing Drawings. Said Drawings, diagrams, and
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lists shall be prepared by the CONTRACTOR as specified under Section 01300 Submittals, herein.
C.
2.04
A.
Fabricating Tolerances: Bars used for concrete reinforcing shall meet the following
requirements for fabricating tolerances:
1.
Sheared length: + 1 inch
2.
Depth of truss bars: + 0, - 2 inch
3.
Stirrups and ties: + 2 inch
4.
All other bends: + 1 inch
DOWEL ADHESIVE SYSTEM
Where shown on the Contract Drawings, reinforcing bars anchored into hardened
concrete with a dowel adhesive system shall use a two-component adhesive mix and
shall be injected with a static mixing nozzle following manufacturer's instructions. The
embedment depth of the bar shall be per manufacturer's recommendations, so as to
provide a minimum allowable bond strength that is equal to 125 percent of the yield
strength of the bar, unless noted otherwise on the Drawings. The adhesive system
shall be "Sikadur Injection Gel" as manufactured by Sika Corporation, "Epcon System"
as manufactured by ITW Ramset / Redhead, "HIT HY-150 System" as manufactured by
Hilti, Inc., or equal. ENGINEER's approval is required for use of this system in
locations other than those shown on the Contract Drawings.
PART 3 -- EXECUTION
3.01
FABRICATION
A.
Reinforcing steel shall be stored above ground on platforms or other supports and shall
be protected from the weather at all times by suitable covering. It shall be stored in an
orderly manner and plainly marked to facilitate identification.
B.
No fabrication shall commence until approval of Shop Drawings has been obtained and
all bars shall be shop fabricated unless approved by the ENGINEER to be bent in the
field. Bars shall not be straightened or rebent in a manner that will injure the material.
Heating of any bars will not be permitted.
C.
Welded wire fabric shall be furnished and installed as flatmats.
3.02
A.
TEMPERATURE REINFORCEMENT
Unless otherwise shown on the Drawings or in the absence of the steel being shown,
the minimum cross sectional area of horizontal and vertical reinforcing steel in the tank
slab shall be 0.0033 times the gross concrete area and the minimum cross sectional
area of steel perpendicular to the principal steel in slabs shall be 0.0020 times the gross
concrete area. Temperature steel shall not be spaced further apart than five times the
slab thickness, nor more than 18 inches.
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3.03
PLACEMENT
A.
Reinforcing steel shall be accurately positioned as shown on the approved Shop
Drawings, and shall be supported and wired together to prevent displacement, using
annealed iron wire ties or suitable clips at intersections. All reinforcing steel shall be
supported by concrete, plastic or metal supports, spacers or metal hangers which are
strong and rigid enough to prevent any displacement of the reinforcing steel. Where
concrete is to be placed on the ground, supporting concrete blocks or dobies shall be
used, in sufficient numbers to support the bars without settlement, but in no case shall
such support be continuous. All concrete blocks used to support reinforcing steel shall
be tied to the steel with wire ties which are embedded in the blocks. For concrete over
formwork, the CONTRACTOR shall furnish concrete, metal, plastic, or other acceptable
bar chairs and spacers.
B.
Tie wires shall be bent away from the forms in order to provide the specified concrete
coverage.
C.
Bars additional to those shown on the Drawings which may be found necessary or
desirable by the CONTRACTOR for the purpose of securing reinforcement in position
shall be provided by the CONTRACTOR at its own expense.
D.
Unless otherwise specified, reinforcement placing tolerances shall be within the limits
specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the
Building Code.
E.
Bars may be moved as necessary to avoid interference with other reinforcing steel,
conduits, or embedded items. If bars are moved more than one bar diameter, or
enough to exceed the above tolerances, the resulting arrangement of bars shall be as
acceptable to the ENGINEER.
F.
Welded wire fabric reinforcement placed over horizontal forms shall be supported on
slab bolsters having gray, plastic-coated standard type legs as specified in Article 2.02
herein. Slab bolsters shall be spaced not less than 30 inches on centers, shall extend
continuously across the entire width of the reinforcing mat, and shall support the
reinforcing mat in the plane shown on the Drawings.
G.
Welded wire fabric placed over the ground shall be supported on wired concrete blocks
(dobies) spaced not more than 3 feet on centers in any direction. The construction
practice of placing welded wire fabric on the ground and hooking into place in the
freshly placed concrete shall not be used.
H.
The clear distance between parallel bars shall be not less than the nominal diameter of
the bars nor less than 1-1/3 times the maximum size of the coarse aggregate, nor less
than one inch.
I.
The clear distance between bars shall also apply to the distance between a contact
splice and adjacent splices or bars.
J.
Reinforcing bar splices shall only be used at locations shown on the Drawings. When it
is necessary to splice reinforcement at points other than where shown, the character of
the splice shall be as acceptable to the ENGINEER.
WTP 1A WATER STORAGE TANK
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K.
The length of lap for reinforcing bars, unless otherwise shown on the Drawings shall be
in accordance with ACI 318, Section 12.15.1 for a class B splice.
L.
Laps of welded wire fabric shall be in accordance with the ACI 318. Adjoining sheets
shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet.
Wires shall be staggered and tied in such a manner that they cannot slip.
M.
Reinforcing shall not be straightened or rebent in a manner which will injure the
material. Bars with kinks or bends not shown on the Drawings shall not be used. All
bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars
partially embedded in concrete shall be field-bent except as shown on the Drawings or
specifically permitted by the ENGINEER.
3.04
CLEANING AND PROTECTION
A.
Reinforcing steel shall at all times be protected from conditions conducive to corrosion
until concrete is placed around it.
B.
The surfaces of all reinforcing steel and other metalwork to be in contact with concrete
shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and
other foreign substances immediately before the concrete is placed. Where there is
delay in depositing concrete, reinforcing shall be reinspected and, if necessary
recleaned.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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SECTION 03300 – CAST-IN-PLACE CONCRETE
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish all materials for concrete in accordance with the
provisions of this Section and shall form, mix, place, cure, repair, finish, and do all other
work as required to produce finished concrete, all in accordance with the requirements
of the Contract Documents.
B.
The requirements in this section shall apply to the following types of concrete:
1.02
1.
Class A Concrete: Normal weight concrete used at all locations, unless otherwise
noted.
2.
Class B Concrete: Normal weight concrete where proportions are designed such
that the maximum aggregate size is 3/8" (pearock). Class B concrete shall be
used only at locations specifically identified on the Drawings.
3.
Class C Concrete: Normal weight concrete used in electrical/instrumentation
ductbanks, pipe encasements and sidewalks.
4.
Flowable fill: Lean concrete proportioned without the use of coarse aggregate
primarily for use as pipe backfill. Flowable fill shall be utilized only at locations
indicated on the Drawings.
5.
Tremie concrete: Concrete indicated to be placed underwater.
6.
Grouts are specified in Section 03315 - Grout.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 - Submittals
B.
Section 01400 - Quality Control
C.
Section 03100 - Concrete Formwork
D.
Section 03200 - Concrete Reinforcement
E.
Section 03315 - Grout
F.
Section 03350 - Concrete Finishes
G.
Section 03370 - Concrete Curing
H.
Section 03480 - Precast Concrete Specialties
WTP 1A WATER STORAGE TANK
03300-1
I.
Section 05500 - Metal Fabrications
J.
Section 09900 - Painting
1.03
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A.
Without limiting the generality of other requirements of these Specifications, all work
specified herein shall conform to or exceed the requirements of the Florida Building
Code (FBC) and the applicable requirements of the following documents to the extent
that the provisions of such documents are not in conflict with the requirements of this
Section.
B.
Codes and Standards
1.
C.
Federal Specifications
1.
D.
The Building Code, as referenced herein, shall be the Florida Building Code (FBC).
UU-B-790A (Int.Amd. 1) Building Paper, Vegetable Fiber (Kraft, Waterproofed,
Water Repellant and Fire Resistant).
Commercial Standards
1. ACI 214
Recommended Practice for Evaluation of Strength Test Results of
Concrete.
2.
ACI 318
Building Code Requirements for Reinforced Concrete.
3.
ACI 301
Specifications for Structural Concrete for Buildings.
4.
ACI 315
Details and Detailing of Concrete Reinforcement.
5.
ACI 347
Recommended Practice for Concrete Formwork.
6.
ASTM C 31
Methods of Making and Curing Concrete Test Specimens in the
Field.
7.
ASTM C 33
Specification for Concrete Aggregates.
8.
ASTM C 39
Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
9.
ASTM C 94
Specification for Ready-Mixed Concrete.
10. ASTM C 114
Method for Chemical Analysis of Hydraulic Cement.
11. ASTM C 136
Method for Sieve Analysis of Fine and Coarse Aggregate.
12. ASTM C 143
Test Method for Slump of Portland Cement Concrete.
13. ASTM C 150
Specification for Portland Cement.
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1.04
14. ASTM C 156
Test Method for Water Retention by Concrete Curing Materials.
15. ASTM C 157
Test Method for Length Change of Hardened Cement Mortar and
Concrete.
16. ASTM C 192
Method of Making and Curing Concrete Test Specimens in the
Laboratory.
17. ASTM C 260
Specification for Air-Entraining Admixtures for Concrete.
18. ASTM C 494
Specification for Chemical Admixtures for Concrete.
SUBMITTALS
A.
The design mix to be used shall be prepared by qualified persons and submitted for
review. The design of the mix is the responsibility of the CONTRACTOR subject to the
limitations of the specifications. Review processing of this submission will be required
only as evidence that the mix has been designed by qualified persons and that the
minimum requirements of the specifications have been met. Such review will in no way
alter the responsibility of the CONTRACTOR to furnish concrete meeting the
requirements of the specifications relative to strength and slump. If in the progress of
the work the sources of materials change in characteristics or the CONTRACTOR
requests a new source in writing, the CONTRACTOR shall, at their expense submit
new test data and information for the establishment of a new design mix. Submit mix
designs for all classes of concrete.
B.
Where ready-mix concrete is used, the CONTRACTOR shall provide delivery tickets at
the time of delivery of each load of concrete. In addition to the information required by
ASTM C94, each ticket shall show the mix number, cement content and water/cement
ratio.
C.
Location of all proposed construction joints.
D.
Manufacturer's data on all admixtures.
E.
Concrete mix designs for each type of mix proposed and its intended locations.
F.
A schedule of all concrete placement with volume of concrete planned to be placed
each day.
G.
A layout of all structures with all planned construction joint locations.
1.05
QUALITY ASSURANCE
A.
Plant equipment and facilities shall meet all requirements of the Check List for
Certification of Ready Mixed Concrete Production facilities of the National Ready Mixed
Concrete Association and ASTM C 94.
B.
Tests for compressive strength and slump of concrete will be performed as specified
herein. Test for determining slump will be in accordance with the requirements of ASTM
C 143.
WTP 1A WATER STORAGE TANK
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C.
The cost of all tests during construction, will be borne by the COUNTY. However, the
CONTRACTOR shall be charged for the cost of any additional tests and investigation
on work performed which does not meet the Specifications.
D.
Concrete for testing shall be supplied by the CONTRACTOR at no cost to the
COUNTY, and the CONTRACTOR shall provide assistance to the ENGINEER in
obtaining samples. The CONTRACTOR shall dispose of and clean up all excess
material.
E.
Construction Tolerances
1.
1.06
A.
B.
The CONTRACTOR shall set and maintain concrete forms and perform finishing
operations so as to ensure that the completed work is within the tolerances
specified herein. Surface defects and irregularities are defined as finishes are to
be distinguished from tolerances. Tolerance is the specified permissible variation
from lines, grades, or dimensions shown. Where tolerances are not stated in the
Specifications, permissible deviations will be in accordance with ACI 347 and
Section 03100 - Concrete Formwork.
FIELD SAMPLES
Field Compression Tests
1.
Compression test specimens shall be taken during construction from the first
placement of each class of concrete specified herein and at intervals thereafter as
selected by the ENGINEER to ensure continued compliance with these
Specifications. At least one set of test specimens shall be made for each 50 yards
of concrete placed. Each set of test specimens shall be a minimum of 5 cylinders.
2.
Compression test specimens for concrete shall be made in accordance with ASTM
C 31. Specimens shall be 6-inch diameter by 12-inch high cylinders.
3.
Compression test shall be performed in accordance with ASTM C 39. Two test
cylinders will be tested at 7 days and 2 at 28 days. The remaining cylinder will be
held to verify test results, if needed.
Evaluation and Acceptance of Concrete
1.
Evaluation and acceptance of the compressive strength of concrete shall be
according to the requirements of ACI 318, Chapter 5 "Concrete Quality Mixing and
Placing", and as specified herein.
2.
If any concrete fails to meet these requirements, immediate corrective action shall
be taken to increase the compressive strength for all subsequent batches of the
type of concrete affected.
3.
All concrete which fails to meet the ACI requirements and these specifications, is
subject to removal and replacement at the cost of the CONTRACTOR.
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1.07
PRE-CONCRETE CONFERENCE
A.
At least 35 days prior to start of the Concrete construction schedule, the
CONTRACTOR shall conduct a meeting to review the proposed mix designs and to
discuss the required methods and procedures to achieve the required concrete
construction. The CONTRACTOR shall send a pre-concrete conference agenda to all
attendees 20 days prior to the schedule date of the conference.
B.
The CONTRACTOR shall require responsible representatives of every party who is
concerned with concrete work to attend the concrete, including but not limited to the
following:
1.
CONTRACTOR superintendent.
2.
For concrete design mix – Laboratory retained for trial batching and tests.
3.
For field quality control – Concrete subcontractor, Concrete producer, Admixture
manufacturer(s), Concrete pumping contractor.
C.
Minutes of the meeting shall be recorded, typed and printed by CONTRACTOR and
distributed by the CONTRACTOR to all parties concerned within five days of the
meeting. One copy of the minutes shall also be transmitted to the ENGINEER.
D.
The minutes shall include a statement by the admixture manufacturer(s) indicating that
the proposed mix design and placing techniques can produce the concrete quality
required by these specifications.
E.
The ENGINEER will be present at the conference. The CONTRACTOR shall notify the
ENGINEER at least 20 days prior to the schedule date of the conference.
PART 2 --PRODUCTS
2.01
CONCRETE MATERIALS
A.
Materials shall be delivered, stored, and handled so as to prevent damage by water or
breakage. Only one brand of cement shall be used. Cement reclaimed from cleaning
bags or leaking containers shall not be used. All cement shall be used in the sequence
of receipt of shipments.
B.
All materials furnished and stored for the work shall comply with the requirements of
ACI 301, as applicable.
C.
Materials for concrete shall conform to the following requirements:
1.
Cement shall be standard brand portland cement conforming to ASTM C 150 for
Type II. Portland cement shall contain not more than 0.60 percent alkalies. The
term "alkalies" referred to herein is defined as the sum of the percentage of sodium
oxide and 0.658 times the percentage of potassium oxide (Na20 + 0.658 K20).
These oxides shall be determined in accordance with ASTM C 114. A single brand
of cement shall be used throughout the Work, and prior to its use, the brand shall
be acceptable to the ENGINEER. The cement shall be suitably protected from
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exposure to moisture until used. Cement that has become lumpy shall not be
used. Sacked cement shall be stored in such a manner so as to permit access for
inspection and sampling. Certified mill test reports for each shipment of cement to
be used shall be submitted to the ENGINEER if requested regarding compliance
with these Specifications.
2.
Water shall be potable, clean, and free from objectionable quantities of silty organic
matter, alkali, salts and other impurities. The water shall be considered potable, for
the purposes of this Section only, if it meets the requirements of the local
governmental agencies.
3.
Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be nonreactive, and shall conform to the FBC and ASTM C 33. Maximum size of coarse
aggregate shall be as specified in Article 2.04, Paragraph B of this Section.
Lightweight sand for fine aggregate will not be permitted.
a.
Coarse aggregates shall consist of clean, hard, durable gravel, crushed
gravel, crushed rock or a combination thereof. The coarse aggregates shall
be prepared and handled in two or more size groups for combined
aggregates with a maximum size not greater than 1 inch. When the
aggregates are proportioned for each batch of concrete, the two size
groups shall be combined.
b.
Fine aggregates shall be manufactured sand that is hard and durable.
c.
Combined aggregates shall be well graded from coarse to fine sizes, and
shall be uniformly graded between screen sizes to produce a concrete that
has optimum workability and consolidation characteristics. Where a trial
batch is required for a mix design, the final combined aggregate gradations
will be established during the trial batch process.
d.
When tested in accordance with "Potential Reactivity of Aggregates
(Chemical Method)" (ASTM C 289), the ratio of silica released to reduction
in alkalinity shall not exceed 1.0.
e.
When tested in accordance with "Organic Impurities in Sands for Concrete"
(ASTM C 40), the fine aggregate shall produce a color in the supernatant
liquid no darker than the reference standard color solution.
f.
When tested in accordance with "Resistance to Abrasion of Small size
Coarse Aggregate by Use of the Los Angeles Machine" (ASTM C 131), the
coarse aggregate shall show a loss not exceeding 42 percent after 500
revolutions, or 10.5 percent after 100 revolutions.
g.
When tested in accordance with "Soundness of Aggregates by Use of
Sodium Sulfate or Magnesium Sulfate" (ASTM C 88), the loss resulting
after five cycles shall not exceed 10 percent for fine or coarse aggregate
when using sodium sulfate.
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2.02
ADMIXTURES
A.
Air-entraining agent meeting the requirements of ASTM C 260, shall be used.
Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5
percent. Air-entraining admixture shall be “Sika AER” by Sika Corp., “MB-VR” by
master Builders, “AEA-92” by Euclid Chemical Company, “Darex AEA” by Grace, or
approved equal.
B.
Admixtures shall be required at the ENGINEER's discretion or, if not required, may be
added at the CONTRACTOR's option to control the set, effect water reduction, and
increase workability. In either case, the addition of an admixture shall be at the
CONTRACTOR's expense. The use of an admixture shall be subject to acceptance by
the ENGINEER. Concrete containing an admixture shall be first placed at a location
determined by the ENGINEER. If the use of an admixture is producing an inferior end
result, the CONTRACTOR shall discontinue use of the admixture. Admixtures specified
herein shall conform to the requirements of ASTM C 494. The required quantity of
cement shall be used in the mix regardless of whether or not an admixture is used.
Admixtures shall contain no free chloride ions, be non-toxic after 30 days, and shall be
compatible with and made by the same manufacturer as the air entraining admixture.
1.
Set controlling admixture shall be either with or without water-reducing properties.
Where the air temperature at the time of placement is expected to be consistently
over 80 degrees Fahrenheit, a set retarding admixture such as Sika Chemical
Corporation's Plastiment, Master Builder's Pozzolith 200N or equal shall be used.
Where the air temperature at the time of placement is expected to be consistently
under 40 degrees Fahrenheit, a set accelerating admixture such as Sika Chemical
Corporation's Plastocrete 161FL, Master Builder's Pozzolith NC534, or equal shall
be used.
2.
Low range water reducer shall be added to all structural concrete, and shall
conform to ASTM C 494, Type A. It shall be either a hydroxylated carboxylic acid
type or a dydroxylated polymer type. The quantity of admixture used and the
method of mixing shall be in accordance with the manufacturer's instructions and
recommendations.
3.
Water reducing and retarding admixture shall be in conformance with ASTM C 494
Type D free of chlorides, "Pozzolith 200N" by Master Builders, "WRDA-64" by
Grace or equal.
4.
High range water reducer shall be sulfonated polymer conforming to ASTM C 494,
Type F or G.
5.
If the high range water reducing agent is added to the concrete at the batch plant, it
shall be second generation Type G, Daracem 100, as manufactured by W.R.
Grace & Co.; Eucon 537 as manufactured by Euclid Chemical Co. or equal. High
range water reducer shall be added to the concrete after all other ingredients have
been mixed and initial slump has been verified.
6.
If the high range water reducer is added to the concrete at the job site, it shall be
used in conjunction with a low range water reducer and shall be Rheobuild 1000 as
manufactured by Master Builders; ADVA 100 as manufactured by W.R. Grace &
WTP 1A WATER STORAGE TANK
03300-7
Co., or equal. Concrete shall have a slump of 3 inches + ½ inch prior to adding the
high range water reducing admixture at the job site. The high range water
reducing admixture shall be accurately measured and pressure injected into the
mixer as a single dose by an experienced technician. A standby system shall be
provided and tested prior to each day's operation of the job site system.
7.
Concrete shall be mixed at mixing speed for a minimum of 30 mixer revolutions
after the addition of the high range water reducer.
8.
The CONTRACTOR shall submit certification from each admixture manufacturer
that all admixtures utilized in the design mix are compatible with one another and
properly proportioned.
9.
Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing
more than 0.05 percent chloride ions are not permitted.
10. Certification: Written conformance to the above mentioned requirements and the
chloride ion content of the admixture will be required from the admixture
manufacturer prior to Mix design review by the ENGINEER.
11. Synthetic Fibers: Monofilament or fibrillated polypropylene fibers for secondary
reinforcing of concrete members when called for on Drawings. Product shall have
a UL rating. Product shall be "Fiberstrand" by The Euclid Chemical Co.,
"Fibermesh"' by Fibermesh, Inc., or equal.
12. For Class A, Class B and Class C Concrete, flyash may be added at the option of
the CONTRACTOR. However, the weight added shall be limited to 20 percent of
total cementitious materials (cement and flyash). Flyash shall conform to ASTM
C618; Type F.
2.03
A.
ACCESSORIES
Epoxy adhesives shall be the following products for the applications specified to be
used in strict accordance with manufacturer's recommendations.
1.
For bonding freshly-mixed, plastic concrete to hardened concrete, Sikadur 32 HiMod, LPL Epoxy Adhesive, as manufactured by Sika Chemical Corporation;
Concresive 1001-LPL, as manufactured by Adhesive Engineering Company; or
equal.
2.
For bonding hardened concrete or masonry to steel, Colma-Dur Gel, Sikadur HiMod Gel, or equal.
3.
Epoxy grouting of vertical and horizontal dowels in existing concrete: A twocomponent structural epoxy gel such as Rawl/Sika Foil-Fast Epoxy Injection Gel or
Sikadur injection gel as manufactured by Sika Chemical Corp. or approved equal.
Place with pneumatic or manual injection gun.
WTP 1A WATER STORAGE TANK
03300-8
2.04
CONCRETE MIX
A.
Concrete shall be composed of cement, admixtures, aggregates and water. These
materials shall be of the qualities specified. The exact proportions in which these
materials are to be used for different parts of the work will be determined by the
CONTRACTOR. In general, the mix shall be designed to produce a concrete capable
of being deposited so as to obtain maximum density and minimum shrinkage and,
where deposited in forms, to have good consolidation properties and maximum
smoothness of surface. Mix designs with more than 41 percent of sand of the total
weight of fine and coarse aggregate shall not be used for Class A Concrete. The
aggregate gradations shall be formulated to provide fresh concrete that will not promote
rock pockets around reinforcing steel or embedded items. The proportions shall be
changed whenever necessary or desirable to meet the required results at no additional
cost to the COUNTY. All changes shall be subject to review by the ENGINEER.
B.
The proportions of cement, aggregates, admixtures and water used in the concrete
shall be based on tests of grading and moisture content of materials, slump of concrete
mixture, strength of concrete and the following factors:
1.
2.
Class A Concrete (All cast-in-place and precast concrete unless otherwise noted).
Minimum cementitious materials
content, per cubic yard
without flyash added: 611 lbs.
Minimum cementitious materials
content, per cubic yard
0.42
Slump range
3 inches to 4 inches with water
reducing admixture
3-inch maximum before addition of high
range water reducing admixture.
8-inch maximum after addition of high
range water reducing admixture
Coarse Aggregate
#57 per ASTM C33
Compressive strength at 28 days – F’c
4,000 psi
Air Content
3% ± 1%
with flyash added: 494 lbs.
Class B Concrete (At locations shown on the Drawings)
Minimum cementitious materials
content, per cubic yard
517 lbs.
Maximum water-cementitious materials
ratio, by weight
0.50
Slump, maximum
5 inches
Compressive strength at 28 days - F’c
4,000 psi
Coarse Aggregate
Pearock
Air Content
3% +/- 1%
WTP 1A WATER STORAGE TANK
03300-9
3.
4.
5.
Class C Concrete (Sidewalks, pipe encasements in the dry, thrust blocks and
electrical duct banks)
Minimum cementitious materials
content, per cubic yard
500 lbs.
Maximum water-cementitious materials
ratio, by weight
0.60
Slump, maximum
5 inches
Compressive strength at 28 days - F'c
3,000 psi
Coarse Aggregate
#57 per ASTM C33
Air Content
3% +/- 1%
Flowable Fill (In lieu of pipe bedding, select backfill)
Minimum cementitious materials
content, per cubic yard
100 lbs.
Maximum water-cementitious materials
ratio, by weight
5.0
Slump, maximum
30 +/- 5 inches
Compressive strength at 28 days - F'c
50 - 150 psi
Coarse Aggregate
none
Fine Aggregate
limestone screenings
Tremie Concrete (Concrete placed under water)
Minimum cementitious materials
content, per cubic yard
700 lbs.
Maximum water-cementitious materials
ratio, by weight
0.45
Slump, maximum
7 inches
Compressive strength at 28 days - F'c
4,000 psi
C.
All Class A concrete, unless noted otherwise on the Drawings, shall be air entrained
concrete and contain the high range water-reducing admixture (superplasticizer). A
water reducing admixture may be added to the mix at the CONTRACTOR's option.
D.
The mix proportions used shall be changed, subject to the limitation specified herein,
whenever such change is necessary or desirable to secure the required strength,
density, workability, and surface finish and the CONTRACTOR shall be entitled to no
additional compensation because of such changes.
WTP 1A WATER STORAGE TANK
03300-10
2.05
A.
2.06
CONSISTENCY
The quantity of water entering into a batch of concrete shall be just sufficient, with a
normal mixing period, to produce a concrete which can be worked properly into place
without segregation, and which can be compacted by the vibratory methods herein
specified to give the desired density, impermeability and smoothness of surface. The
quantity of water shall be changed as necessary, with variations in the nature or
moisture content of the aggregates, to maintain uniform production of a desired
consistency. The consistency of the concrete in successive batches shall be
determined by slump tests in accordance with ASTM C 143. Slumps shall be 4 inches
+ 1 inch measured at the form. Slump with high range water reducers shall be 6 inches
+ 1 inch at the form.
READY-MIXED CONCRETE
A.
Ready-mixed concrete shall be used meeting the requirements as to materials,
batching, mixing, transporting, and placing as specified herein and in accordance with
ASTM C 94.
B.
Ready-mixed concrete shall be delivered to the site of the work, and discharge shall be
completed within one and one-half hour after the addition of the cement to the
aggregates or before the drum has been revolved 300 revolutions, whichever is first.
Upon delivery from the truck concrete temperature shall not exceed 90 degrees
Fahrenheit.
C.
Truck mixers shall be equipped with electrically-actuated counters by which the number
of revolutions of the drum or blades may be readily verified. The counter shall be of the
resettable, recording type. The counters shall be actuated at the time of starting mixers
at mixing speeds.
D.
Each batch of concrete shall be mixed in a truck mixer for not less than 100 revolutions
of the drum or blades at the rate of rotation designated by the manufacturer of
equipment. Additional mixing, if any, shall be at the speed designated by the
manufacturer of the equipment as agitating speed. All materials including mixing water
shall be in the mixer drum before actuating the revolution counter for determining the
number of revolution of mixing.
PART 3 -- EXECUTION
3.01
PROPORTIONING AND MIXING
A.
Proportioning of the concrete mix shall conform to the requirements of Chapter 3
"Proportioning" of ACI 301; provided, that the maximum slump for any concrete shall
not exceed the limits specified in this Section of the Specifications.
B.
Mixing of concrete shall conform to the requirements of Chapter 7 of ACI 301
Specifications.
C.
Retempering of concrete or mortar which has partially hardened will not be permitted.
WTP 1A WATER STORAGE TANK
03300-11
3.02
PREPARATION
A.
Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of any
concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of
placing concrete thereon. The surface shall be free from standing water, mud, and
debris at the time of placing concrete.
B.
No concrete shall be placed until the reinforcement steel and formwork have been
erected in a manner acceptable to the ENGINEER. The CONTRACTOR shall notify
the ENGINEER not less than two working days prior to Concrete Placement, allowing
one day for review and any corrective measures which are required.
C.
Joints in Concrete
D.
1.
Concrete surfaces upon or against which concrete is to be placed shall be given a
roughened surface for good bond and a bonding agent shall be placed.
2.
After the surfaces have been prepared all approximately horizontal construction
joints shall be covered with a layer of mortar approximately one-inch thick. The
mortar shall have the same proportions of cement and sand as the regular
concrete mixture. The water-cement ratio of the mortar in place shall not exceed
that of the concrete to be placed upon it, and the consistency of the mortar shall be
suitable for placing and working in the manner hereinafter specified. The mortar
shall be spread uniformly and shall be worked thoroughly into all irregularities of
the surface. Wire brooms shall be used where possible to scrub the mortar into the
surface. Concrete shall be placed immediately upon the fresh mortar.
Placing Interruptions
1.
E.
F.
When placing of concrete is to be interrupted long enough for the concrete to take
a set, the working face shall be given a shape by the use of forms or other means,
that will secure proper union with subsequent work; provided that construction
joints shall be made only where acceptable to the ENGINEER. Cold joints will be
sufficient cause for rejection of the work.
Embedded Items
1.
No concrete shall be placed until all formwork, installation of parts to be embedded,
reinforcing steel, and preparation of surfaces involved in the placing have been
completed and accepted by the ENGINEER at least four hours before placement of
concrete. All surfaces of forms and embedded items that have become encrusted
with dried grout from concrete previously placed shall be cleaned of all such grout
before the surrounding or adjacent concrete is placed.
2.
All inserts or other embedded items shall conform to the requirements herein.
All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and
secured in the forms where shown on the Drawings or by shop drawings and shall be
acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is
the responsibility of the CONTRACTOR.
WTP 1A WATER STORAGE TANK
03300-12
G.
All anchor bolts called for on the drawings shall be cast-in-place in the concrete.
Drilled, impact, adhesive or other types of anchors shall not be substituted for anchor
bolts unless otherwise shown on the Drawings. Anchor bolts shall conform to the
requirements set forth in the Section 05500 - Metal Fabrications.
H.
Casting New Concrete Against Old
1.
Where concrete is to be cast against old concrete (any concrete which is greater
than 60 days of age), the surface of the old concrete shall be thoroughly cleaned
and roughened by sand-blasting (exposing aggregate) prior to the application of an
epoxy bonding agent.
I.
No concrete shall be placed in any structure until all water entering the space to be
filled with concrete has been properly cut off or has been diverted by pipes, or other
means, and carried out of the forms, clear of the work. No concrete shall be deposited
underwater, except where shown on the Drawings to be placed by the tremie method,
nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete
has attained its initial set. Water shall not be permitted to flow over the surface of any
concrete in such manner and at such velocity as will injure the surface finish of the
concrete. Pumping or other necessary dewatering operations for removing ground
water, if required, will be subject to the review of the ENGINEER.
J.
Corrosion Protection
3.03
1.
Pipe, conduit, dowels, and other ferrous items required to be embedded in
concrete construction shall be so positioned and supported prior to placement of
concrete that there will be a minimum of 2 inches clearance between said items
and any part of the concrete reinforcement. Securing such items in position by
wiring or welding them to the reinforcement will not be permitted.
2.
Openings for pipes, inserts for pipe hangers and brackets, and the setting of
anchors shall, where practicable, be provided for during the placing of concrete.
3.
Anchor bolts shall be accurately set, and shall be maintained in position by
templates while being embedded in concrete.
4.
The surfaces of all metalwork to be in contact with concrete shall be thoroughly
cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign
substances immediately before the concrete is placed.
PLACING CONCRETE
A.
Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI
301 and the requirements of this Section.
B.
Non-Conforming Work or Materials
1.
Concrete which upon or before placing is found not to conform to the requirements
specified herein shall be rejected and immediately removed from the Work.
Concrete which is not placed in accordance with these Specifications, or which is
WTP 1A WATER STORAGE TANK
03300-13
of inferior quality, shall be removed and replaced by and at the expense of the
CONTRACTOR.
C.
Unauthorized Placement
1.
D.
E.
Placement in Wall Forms
1.
Concrete shall not be dropped through reinforcement steel or into any deep form,
whether reinforcement is present or not, causing separation of the coarse
aggregate from the mortar on account of repeatedly hitting rods or the sides of the
form as it falls, nor shall concrete be placed in any form in such a manner as to
leave accumulation of mortar on the form surfaces above the placed concrete. In
such cases, some means such as the use of hoppers and, if necessary, vertical
ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in
a manner that it may reach the place of final deposit without separation. In no case
shall the free fall of concrete exceed 4 feet below the ends of ducts, chutes, or
buggies.
2.
Concrete shall be uniformly distributed during the process of depositing and in no
case after depositing shall any portion be displaced in the forms more than 6 feet in
horizontal direction. Concrete in forms shall be deposited in uniform horizontal
layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or
inclined construction joints except where such are required for sloping members.
Each layer shall be placed while the previous layer is still soft. The rate of placing
concrete in forms shall not exceed 5 feet of vertical rise per hour.
Casting New Concrete Against Old
1.
F.
An epoxy adhesive bonding agent shall be applied to set surfaces of construction
joints according to the manufacturer's written recommendations.
Conveyor Belts and Chutes
1.
G.
No concrete shall be placed except in the presence of duly authorized
representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER
at least 24 hours in advance of placement of any concrete.
All ends of chutes, hopper gates, and all other points of concrete discharge
throughout the CONTRACTOR's conveying, hoisting and placing system shall be
so designed and arranged that concrete passing from them will not fall separated
into whatever receptacle immediately receives it. Conveyor belts, if used, shall be
of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be
permitted. Minimum slopes of chutes shall be such that concrete of the specified
consistency will readily flow in them. If a conveyor belt is used, it shall be wiped
clean by a device operated in such a manner that none of the mortar adhering to
the belt will be wasted. All conveyor belts and chutes shall be covered. Sufficient
illumination shall be provided in the interior of all forms so that the concrete at the
places of deposit is visible from the deck or runway.
Placement in Slabs
WTP 1A WATER STORAGE TANK
03300-14
1.
H.
Temperature of Concrete
1.
I.
Concrete placed in sloping slabs shall proceed uniformly from the bottom of the
slab to the top, for the full width of the pour. As the work progresses, the concrete
shall be vibrated and carefully worked around the slab reinforcement, and the
surface of the slab shall be screeded in an up-slope direction.
The temperature of concrete when it is being placed shall be not more than 90
degrees F. Concrete ingredients shall not be heated to a temperature higher than
that necessary to keep the temperature of the mixed concrete, as placed, from
falling below the specified minimum temperature. If concrete is placed when the
weather is such that the temperature of the concrete would exceed 90 degrees
Fahrenheit, the CONTRACTOR shall employ effective means, such as precooling
of aggregates and mixing water using ice or placing at night, as necessary to
maintain the temperature of the concrete, as it is placed, below 90 degrees F. The
CONTRACTOR shall be entitled to no additional compensation on account of the
foregoing requirements.
During summer months concrete pours shall be
scheduled in the morning or early part of the day when temperatures are cooler.
Pumping Equipment
1.
Pumping equipment and procedures if used shall conform to the recommendations
contained in the report of ACI Committee 304 on Placing Concrete by Pumping
Methods, ACI 304.2R. The specified slump shall be measured at the point of
discharge. The loss of slump in pumping shall not exceed 1-1/2 inches.
J.
The order of placing concrete in all parts of the work shall be acceptable to the
ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed
in units as bounded by construction joints shown on the Drawings. The placing of units
shall be done by placing alternate units in a manner such that each unit placed shall
have cured at least 7 days before the contiguous unit or units are placed, except that
the corner sections of vertical walls shall not be placed until the 2 adjacent wall panels
have cured at least 14 days.
K.
The surface of the concrete shall be level whenever a run of concrete is stopped. To
ensure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried
about 1/2-inch above the underside of the strip. About one hour after the concrete is
placed, the strip shall be removed and any irregularities in the edge formed by the strip
shall be leveled with a trowel and all laitance shall be removed.
L.
As concrete is placed in the forms or in excavations, it shall be thoroughly settled and
compacted, throughout the entire depth of the layer which is being consolidated, into a
dense, homogeneous mass, filling all corners and angles, thoroughly embedding the
reinforcement, eliminating rock pockets, and bringing only a slight excess of water to
the exposed surface of concrete during placement. Vibrators shall be high speed
power vibrators (8000 to 10,000 rpm) of an immersion type in sufficient number and
with (at least one) standby units as required.
M.
Care shall be used in placing concrete around waterstops. The concrete shall be
carefully worked by rodding and vibrating to make sure that all air and rock pockets
WTP 1A WATER STORAGE TANK
03300-15
have been eliminated. Where flat-strip type waterstops are placed horizontally, the
concrete shall be worked under the waterstops by hand, making sure that all air and
rock pockets have been eliminated. Concrete surrounding the waterstops shall be
given additional vibration, over and above that used for adjacent concrete placement to
assure complete embedment of the waterstops in the concrete.
N.
3.04
A.
3.05
A.
3.06
Concrete in walls shall be internally vibrated and at the same time, stirred, or worked
with suitable appliances, tamping bars, shovels, or forked tools until it completely fills
the forms or excavations and closes snugly against all surfaces. Subsequent layers of
concrete shall not be placed until the layers previously placed have been worked
thoroughly as specified. Vibrators shall be provided in sufficient numbers, with standby
units as required, to accomplish the results herein specified within 15 minutes after
concrete of the prescribed consistency is placed in the forms. The vibrating head shall
be kept from contact with the surfaces of the forms. Care shall be taken not to vibrate
concrete excessively or to work it in any manner that causes segregation of its
constituents.
CONCRETE FINISHING
Concrete finishes are specified in Section 03350 - Concrete Finishes.
CURING AND PROTECTION
Curing is specified in Section 03370 - Concrete Curing.
PLACING CONCRETE UNDERWATER (TREMIE CONCRETE)
A.
Placing concrete underwater will be permitted only when shown on the Drawings.
Concrete deposited under water shall be carefully placed in a compacted mass in final
position by means of a tremie, a closed bottom dump bucket or other approved method.
Care must be exercised to maintain still water at the point of deposit. Concrete shall
not be placed in running water. The consistency of the concrete shall be regulated to
prevent segregation of materials. The method of depositing concrete shall be regulated
such that the concrete enters the mass of the previously place concrete from within,
displacing water with a minimum disturbance to the surface of the concrete.
B.
Tremie shall consist of a tube having a diameter of not less than 10 inches and
constructed in sections having flanged couplings fitted with gaskets. The tremie shall
be supported to permit free movement of the discharge and over the entire top surface
of the work and shall permit rapid lowering when necessary to choke off or retard the
flow. The discharge end shall be entirely sealed at all times and the tremie tube kept
full to the bottom of the hopper. When a batch is dumped into the hopper, the tremie
shall be slightly raised, but not out of the concrete at the bottom, until the batch
discharges to the bottom of the hopper. The flow shall then be stopped by lowering the
tremie. The flow shall be continuous until the placement has been completed.
3.07
A.
PLACING CONCRETE UNDER PRESSURE (PUMPING)
Where concrete is conveyed and placed by mechanically applied pressure, the
equipment shall have the capacity for the operation. The operation of the pump shall
be such that a continuous stream of concrete without air pockets is produced. To
WTP 1A WATER STORAGE TANK
03300-16
obtain the least line resistance, the layout of the pipeline system shall contain a
minimum number of bends with no change in pipe size. If two sizes of pipe must be
used, the smaller diameter should be used at the pump end and the larger at the
discharge end. When pumping is completed, the concrete remaining in the pipelines, if
it is to be used, shall be ejected in such a manner that there will be no contamination of
the concrete or separation of the ingredients.
B.
No aluminum parts shall be in contact with the concrete during the entire placing of
concrete under pressure at any time.
C.
Prior to placing concrete under pressure, the CONTRACTOR shall submit the concrete
mix design together with test results from a recognized testing laboratory proving the
proposed mix meets all requirements. In addition, at the CONTRACTOR’s option, an
actual pumping test under field conditions may be performed prior to use of the
accepted mix. This test requires a duplication of anticipated site conditions from
beginning to end. The batching and truck mixing shall be the same as will be used; the
same pump and operator shall be present and the pipe and pipe layouts will reflect the
maximum height and distance contemplated.
D.
If the pumped concrete does not produce satisfactory end results, the CONTRACTOR
shall discontinue the Pumping operation and proceed with the placing of concrete using
conventional methods.
E.
The pumping equipment must have two cylinders and be designed to operate with one
cylinder only in case the other one is not functioning. In lieu of this requirement, the
CONTRACTOR may have a standby pump on the site during pumping.
F.
The minimum diameter of the hose (conduits) shall be four inches.
G.
Pumping equipment and hoses (conduits) that are not functioning properly shall be
replaced.
3.08
ORDER OF PLACING CONCRETE
A.
In order to minimize the effects of shrinkage, the concrete shall be placed in units as
bounded by construction joints shown on the Drawings and maximum lengths as
indicated on Drawings. The placing of units shall be done by placing alternate units in a
manner such that each unit placed shall have cured at least seven days before the
contiguous unit or units are placed, except that the corner sections of vertical walls shall
not be placed until the two adjacent wall panels have cured at least 14 days.
B.
The surface of the concrete shall be level whenever a run of concrete is stopped.
3.09
A.
DEFECTIVE CONCRETE
As soon as forms are removed, all exposed surfaces shall be carefully examined and
any irregularities shall be immediately rubbed or ground in a satisfactory manner in
order to secure a smooth, uniform, and continuous surface. Plastering or coating of
surfaces to be smoothed will not be permitted. No repairs shall be made until reviewed
by the ENGINEER. In no case will extensive patching of honeycombed concrete be
permitted.
Concrete containing minor voids, holes, honeycombing, or similar
WTP 1A WATER STORAGE TANK
03300-17
depression defects shall be repaired as specified herein. Concrete containing
extensive voids, holes, honeycombing, or similar depression defects, shall be
completely removed and replaced. All repairs and replacements herein specified shall
be promptly executed by the CONTRACTOR at its own expense.
B.
Defective surfaces to be repaired as specified in Article 3.09, Paragraph A of this
Section, shall be cut back from trueline a minimum depth of 1/2 inch over the entire
area. Feathered edges will not be permitted. Where chipping or cutting tools are not
required in order to deepen the area properly, the surface shall be prepared for bonding
by the removal of all laitance or soft material, and not less than 1/32-inch depth of the
surface film from all hard portions. The material used for repair proposed shall consist
of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the
cement shall contain such a proportion of Atlas white portland cement as is required to
make the color of the patch match the color of the surrounding concrete.
C.
Holes left by tie-rod cones shall be repaired in an acceptable manner with dry-packed
cement grout or premixed patching material as accepted by the ENGINEER.
D.
All repairs shall be built up and shaped in such a manner that the completed work will
conform to the requirements of Article 3.04 or 3.09 of this Section, as applicable, using
acceptable methods which will not disturb the bond, cause sagging, or cause horizontal
fractures. Surfaces of said repairs shall receive the same kind and amount of curing
treatment as required for the concrete in the repaired section.
E.
Prior to backfilling, all cracks that may have developed shall be "vee'd" and filled with
sealant. This repair method shall be done on the faces of members in contact with fill.
3.10
A.
3.11
A.
CARE AND REPAIR OF CONCRETE
The CONTRACTOR shall protect all concrete against injury or damage from excessive
heat, lack of moisture, overstress, or any other cause until final acceptance by the
COUNTY. Particular care shall be taken to prevent the drying of concrete and to avoid
roughening or otherwise damaging the surface. Any concrete found to be damaged, or
which may have been originally defective, or which becomes defective at any time prior
to the final acceptance of the completed work, or which departs from the established
line or grade, or which, for any other reason, does not conform to the requirements of
the Contract Documents, shall be satisfactorily repaired or removed and replaced with
acceptable concrete at the CONTRACTOR's expense.
CONCRETE SEALER
CONTRACTOR shall apply a sealer to the top surface of all finished concrete floor
slabs and equipment pads which are to remain unpainted and not intended to be
immersed unless stated otherwise. Sealer shall be Sikagard 701W as manufactured by
Sika Corporation, or equal.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
03300-18
SECTION 03315 – GROUT
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish all materials for grout in accordance with the
provisions of this Section and shall form, mix place, cure, repair, finish, and do all other
Work as required to produce finished grout, all in accordance with the requirements of
the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 - Submittals
B.
Section 03200 - Concrete Reinforcement
C.
Section 03300 - Cast-In-Place Concrete
1.03
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A.
Specifications, codes, and standards shall be as specified in Section 03300 Cast-In-Place Concrete, and as referred to herein.
B.
Additional Commercial Standards
CRD-C 621 Corps of Engineers Specification for Nonshrink Grout
1.04
A.
SUBMITTALS
The CONTRACTOR shall submit certified test results verifying the compressive
strength, shrinkage, and expansion requirements specified herein; and manufacturer's
literature containing instructions and recommendations on the mixing, handling,
placement and appropriate uses for each type of grout used in the work.
PART 2 -- PRODUCTS
2.01
PREPACKAGED NON-SHRINK CEMENTITIOUS GROUT
A.
Nonshrink grout shall be a prepackaged, inorganic, non-gas liberating, nonmetallic,
cement-based grout requiring only the addition of water. Manufacturer's instructions
shall be printed on each bag or other container in which the materials are packaged.
The specific formulation for each class of nonshrink grout specified herein shall be that
recommended by the manufacturer for the particular application.
B.
Nonshrink grouts shall have a minimum 28 day compressive strength of 5000 psi
(ASTM C109, restrained), shall have no shrinkage (0.0 percent) and a maximum 4.0
percent expansion in the plastic state when tested in accordance with ASTM C 827,
and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in
the hardened state when tested in accordance with CRD C 621.
WTP 1A WATER STORAGE TANK
03315-1
C.
Cement based grout shall be Five Star Grout as manufactured by Five Star Products,
Inc., Fairfield, Connecticut, or equal.
D.
Cementitious non-shrink grout shall be used at locations where there are no dynamic
loads, the grout will not come in contact with wastewater or wastewater gases, and
where non-shrink grout is identified on the Drawings. Applications include, but are not
limited to, structural steel column base plates, gate frames and guides, and precast
concrete to cast-in-place concrete joints.
2.02
PREPACKAGED NON-SHRINK EPOXY GROUT
A.
Epoxy-based non-shrink grout shall be a three component, 100 percent solids, solventfree system designed for machinery grouting. Applications include, but are not limited
to, anchoring, pump and motor bases, and any other equipment imparting dynamic
loads to the support system.
B.
When non-shrink grout is identified on the Drawings in submerged (water or
wastewater) or under wastewater gas environment, epoxy-based non-shrink grouts
shall be used.
C.
The epoxy grout shall be delivered to site as prepackaged, three-component systems
composing of the resin, hardener, and specially blended aggregates. The components
shall be stored as recommended by the manufacturer until use.
D.
Non-shrink epoxy grout shall be Five Star DP Epoxy Grout by Five Star Products, Inc.,
Fairfield, Connecticut, or equal.
2.03
A.
2.04
A.
2.05
A.
2.06
A.
NON-BAGGED CEMENT GROUT
Non-bagged cement grout shall conform to the requirements specified for Class B
concrete, except the coarse aggregate shall have 100 percent passing the 1/2-inch
sieve and 85 percent passing the 3/8-inch sieves. The grout shall be placed within the
tolerances shown on the Drawings.
DOWEL/ANCHOR BOLT ADHESIVE SYSTEM
When rebar or anchor bolts are specified to be drilled in and grouted on the Drawings,
an adhesive system specified in Section 03200 - Concrete Reinforcement shall be
used.
CURING MATERIALS
Curing materials shall be as recommended by the manufacturer.
CONSISTENCY
The consistency of grouts shall be that necessary to completely fill the space to be
grouted for the particular application. Dry pack consistency is such that the grout is
plastic and moldable but will not flow. Where "dry pack" is called for in the Contract
Documents, it shall mean a grout of the above described consistency; the type of grout
to be used shall be as specified herein for the particular application.
WTP 1A WATER STORAGE TANK
03315-2
2.07
A.
MEASUREMENT OF INGREDIENTS
Prepackaged grouts shall have ingredients measured by means recommended by the
manufacturer.
PART 3 -- EXECUTION
3.01
GENERAL
A.
All surface preparation, curing, and protection of cement grout shall be as specified in
Section 03300 - Cast-in-Place Concrete. The finish of the grout surface shall match
that of the adjacent concrete.
B.
All mixing, surface preparation, handling, placing, consolidation, and other means of
execution for prepackaged grouts shall be done according to the instructions and
recommendations of the manufacturer.
3.02
A.
CONSOLIDATION
Grout shall be placed in such a manner, for the consistency necessary for each
application, so as to assure that the space to be grouted is completely filled.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
03315-3
INTENTIONALLY LEFT BLANK
SECTION 03350 – CONCRETE FINISHES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish all materials, labor, and equipment required to provide
finishes of all concrete surfaces specified herein and shown on the Drawings.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03100 - Concrete Formwork
B.
Section 03300 - Cast-In-Place Concrete
C.
Section 03400 - Precast Concrete Specialties
D.
Section 03315 - Grout
E.
Section 09900 - Painting
1.03
A.
1.04
A.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Without limiting the generality of the other requirements of the specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced specifications, codes, and standards refer to the most current issue
available at the time of Bid.
1.
ACI 301 -Specifications for Structural Concrete for Buildings
2.
ACI 318 - Building Code Requirements for Reinforced Concrete
SUBMITTALS
Submit the following in accordance with Section 01300 - Submittals.
1.
Manufacturer's literature on all products specified herein.
PART 2 -- PRODUCTS
2.01
A.
CONCRETE FLOOR SEALER
Floor sealer is specified in Section 03300 – Cast – in place-concrete.
PART 3 -- EXECUTION
3.01
A.
FINISHES ON FORMED CONCRETE SURFACES
After removal of forms, the finishes described below shall be applied in accordance with
Article 3.05, Concrete Finish Schedule, of this Section. Unless the finish schedule
specifies otherwise, all surfaces shall receive at least a Type I finish. The ENGINEER
shall be the sole judge of acceptability of all concrete finish work.
03350-1
WTP 1A WATER STORAGE TANK
3.02
A.
1.
Type I - Rough: All fins, burrs and other projections left by the forms shall be
removed. All holes left by removal of ends of ties, and all other holes, depressions,
or voids shall be filled solid with cement grout after first being thoroughly wetted.
Honeycombs shall be chipped back to solid concrete as directed, prior to patching
with cement grout. Holes shall be filled with a small tool that will permit packing the
hole solidly with cement grout. Cement grout shall consist of one part cement to
three parts sand, and the amount of mixing water shall be as little as consistent
with the requirements of handling and placing. Color of cement grout shall match
the adjacent wall surface.
2.
Type II - Grout Cleaned: Where this finish is required, it shall be applied after
completion of Type I finish. After the concrete has been predampened, a slurry
consisting of one part cement (including an appropriate quantity of white cement in
order to produce a color matching the surrounding concrete) and 1-1/2 parts sand
passing the No. 16 sieve, by damp loose volume, shall be spread over the surface
with clean burlap pads or sponge rubber floats. Any surplus shall be removed by
scraping and then rubbing with clean burlap. The finish shall be kept damp for at
least 36 hours after application.
3.
Type III - Smooth Rubbed: Where this finish is required, it shall be applied after
the completion of the Type I finish. No rubbing shall be done before the concrete is
thoroughly hardened and the mortar used for patching is firmly set. A smooth,
uniform surface shall be obtained by wetting the surface and rubbing it with a
carborundum stone to eliminate irregularities.
Unless the nature of the
irregularities require it, the general surface of the concrete shall not be cut into.
Corners and edges shall be slightly rounded by the use of the carborundum stone.
Brush finishing or painting with grout or neat cement will not be permitted.
SLAB AND FLOOR FINISHES
The finishes described below shall be applied to floors, slabs, flow channels and top of
walls in accordance with Article 3.05, Concrete Finish Schedule, of this Section. The
ENGINEER shall be the sole judge of acceptability of all such finish work.
1.
Type "A" - Screeded: This finish shall be obtained by placing screeds at frequent
intervals and striking off to the surface elevation required.
2.
Type "B" - Wood Floated: This finish shall be obtained after completion of a Type
"A" finish by working a previously screeded surface with a wood float until the
desired texture is reached. Floating shall begin when the water sheen has
disappeared and when the concrete has sufficiently hardened so that a person's
foot leaves only a slight imprint. If wet spots occur, water shall be removed with a
squeegee. Care shall be taken to prevent the formation of laitance and excess
water on the finished surface. The finished surface shall be true, even, and free
from blemishes and other irregularities.
3.
Type "C" - Cork Floated: This finish shall be similar to Type "B" but slightly
smoother than that obtained with a wood float. It shall be obtained by power or
band floating with cork floats.
WTP 1A WATER STORAGE TANK
03350-2
3.03
4.
Type "D" - Steel Troweled: This finish shall be obtained after completion of a Type
"B" finish. When the concrete has hardened sufficiently to prevent excess fine
material from working to the surface, the surface shall be compacted and
smoothed with not less than two thorough and complete steel troweling operations.
In areas which are to receive a floor covering such as tile, resilient flooring, or
carpeting, only one troweling operation is required. The finish shall be brought to a
smooth, dense surface, free from defects and blemishes.
5.
Type "E" - Broom or Belt: This finish shall provide the surface with a transverse
scored texture by drawing a broom or burlap belt across the surface immediately
after completion of a Type "B" finish.
6.
Type "F" - Raked Finish: This finish shall be provided by raking the surface as
soon as the condition of the concrete permits by making depressions of +/-1/4 inch.
SEALING OF CONCRETE FLOOR
A.
After installation of all equipment and piping, and after completion of other related
construction activities, all floor slabs which are to remain unpainted and not intended to
be immersed shall be sealed with a floor sealer unless stated otherwise. Remove all
dirt, droppage, oil, grease, asphalt or other foreign matter with caustics and detergents
as required prior to application. Sealer shall be applied in accordance with the
manufacturer's recommendations.
B.
This section does not apply to floor areas to receive floor coating at locations shown on
the drawings. Floor coatings are specified in Section 09900.
3.04
FINISHES ON EQUIPMENT PADS
A.
Formed surfaces of equipment pads shall receive a Type I finish.
B.
Top surfaces of equipment pads, except those surfaces subsequently required to
receive non-shrink grout and support equipment bases, shall receive a Type "D" finish,
unless otherwise noted. Surfaces which will later receive non-shrink grout shall, before
the concrete takes its final set, be made rough by removing the sand and cement that
accumulates on the top to the extent that the aggregate will be exposed with irregular
indentations in the surface up to 1/2 inch deep.
WTP 1A WATER STORAGE TANK
03350-3
3.05
CONCRETE FINISH SCHEDULE
Type of
Finish
Item
Inner face of walls of tanks, flow channels, wet wells, perimeter walls, and
miscellaneous concrete structures:
From 3 feet below water surface to bottom of wall
I*
From top of wall to 3 feet below water surface
II*
Exterior concrete walls below grade
I
Exterior exposed concrete walls and columns (including top of wall) to one foot below
grade. All other exposed concrete surfaces not specified elsewhere
II
All interior exposed concrete vertical surfaces in buildings
III
Interior exposed ceiling, including beams
III
Floors of process equipment tanks or basins, and slabs to receive roofing material or
waterproof membranes
B
All interior finish floors of buildings and structures and walking surfaces which will be
continuously or intermittently wet
C
All interior finish floors of buildings and structures which are not continuously or
intermittently wet
D
Floors to receive tile, resilient flooring, or carpeting
D
Concrete in flow channels
D
Exterior concrete sidewalks, steps, ramps and landings
E
Precast concrete, hollow core planks, double tees
F
* Finish shall be suitable for application of coatings and be acceptable to the coating applicator and manufacturer.
See the Section 09900 - Painting.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
03350-4
SECTION 03370 – CONCRETE CURING
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall protect all freshly deposited concrete from premature drying
and from the weather elements. The concrete shall be maintained with minimal
moisture loss at a relatively constant temperature for a period of time necessary for the
hydration of the cement and proper hardening of the concrete in accordance with the
requirements specified herein.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03100 - Concrete Formwork
B.
Section 03300 - Cast-In-Place Concrete
C.
Section 03350 - Concrete Finishes
1.03
A.
1.04
A.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Without limiting the generality of the other requirements of the specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced specifications, codes, and standards refer to the most current issue
available at the time of Bid.
1.
ACI 301 - Specifications for Structural Concrete for Buildings
2.
ACI 304 - Guide for Measuring, Mixing, Transporting, and Placing Concrete
3.
ACI 305 - Hot Weather Concreting
4.
ACI 306 - Cold Weather Concreting
5.
ACI 308 - Standard Practice for Curing Concrete
6.
ASTM C171 - Standard Specifications for Sheet Materials for Curing Concrete
7.
ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds
for Curing Concrete
8.
Federal Specification TT-C-800
SUBMITTALS
Submit the following in accordance with Section 01300 - Submittals.
1.
Proposed procedures for protection of concrete under wet weather placement
conditions.
2.
Proposed normal procedures for protection and curing of concrete.
WTP 1A WATER STORAGE TANK
03370-1
3.
Proposed special procedures for protection and curing of concrete under hot and
cold weather conditions.
4.
Proposed method of measuring concrete surface temperature changes.
5.
Manufacturer's literature and material certification for proposed curing compounds.
PART 2 -- PRODUCTS
2.01
LIQUID MEMBRANE-FORMING CURING COMPOUND
A.
Curing compound shall comply with ASTM C-309 Type I-D, Class B.
B.
Minimum solids content of curing compound shall be 30%.
C.
Moisture loss from concrete surface receiving compound shall not exceed 0.03 grams
per square centimeter when applied at 300 square feet per gallon.
D.
The curing compound shall be an emulsion which is freeze-thaw stable and displays a
white color that disappears when dry.
E.
Curing compound shall be SureCure 30 by Kaufman Products, Inc., CA D.O.T. Acrylic
Cure by Symons Corporation, Sealtight CS-309-30 by W. R. Meadows, or equal.
2.02
A.
EVAPORATION REDUCER
Evaporation reducer shall be Master Builders, "Confilm", Euclid Chemical "Euco-Bar",
or equal.
PART 3 -- EXECUTION
3.01
PROTECTION AND CURING
A.
All freshly placed concrete shall be protected from the elements, flowing water and from
defacement of any nature during construction operations.
B.
As soon as the concrete has been placed and horizontal top surfaces have received
their required finish, provision shall be made for maintaining the concrete in a moist
condition for at least a 5-day period thereafter except for high early strength concrete,
for which the period shall be at least the first three days after placement. Horizontal
surfaces shall be kept covered, and intermittent, localized drying will not be permitted.
C.
The CONTRACTOR shall use one of the following methods to insure that the concrete
remains in a moist condition for the minimum period stated above.
1.
Ponding or continuous fogging or sprinkling.
2.
Application of mats or fabric kept continuously wet.
3.
Continuous application of steam (under 150 degrees Fahrenheit).
4.
Application of sheet materials conforming to ASTM C171.
WTP 1A WATER STORAGE TANK
03370-2
D.
The CONTRACTOR shall keep absorbent wood forms wet until they are removed.
After form removal, the concrete shall be cured by one of the methods in paragraph C.
E.
Any of the curing procedures used in Article 3.01 Paragraph C of this Section may be
replaced by one of the other curing procedures listed in Article 3.01 Paragraph C of this
Section after the concrete is one-day old. However, the concrete surface shall not be
permitted to become dry at any time.
3.02
CURING CONCRETE UNDER COLD WEATHER CONDITIONS
A.
Suitable means shall be provided for a minimum of 72 hours after placing concrete to
maintain it at or above the minimum as placed temperatures specified in Section 03300
- Cast-In-Place Concrete, for concrete work in cold weather. During the 72-hour period,
the concrete surface shall not be exposed to air more than 20 degrees Fahrenheit
above the minimum as placed temperatures.
B.
Stripping time for forms and supports shall be increased as necessary to allow for
retardation in concrete strength caused by colder temperatures. This retardation is
magnified when using concrete made with blended cements or containing fly ash or
ground granulated blast furnace slag. Therefore, curing times and stripping times shall
be further increased as necessary when using these types of concrete.
C.
The methods of protecting the concrete shall be such that will prevent local drying.
Equipment and materials approved for this purpose shall be on the site in sufficient
quantity before the work begins. The CONTRACTOR shall assist the ENGINEER by
providing holes in the forms and the concrete in which thermometers can be placed to
determine the adequacy of heating and protection.
D.
Curing procedures during cold weather conditions shall conform to the requirements of
ACI 306.
3.03
CURING CONCRETE UNDER HOT WEATHER CONDITIONS
A.
When air temperatures exceed 85 degrees Fahrenheit, the CONTRACTOR shall take
extra care in placing and finishing techniques to avoid formation of cold joints and
plastic shrinkage cracking. Temporary sun shades and/or windbreakers shall be
erected to guard against such developments, including generous use of wet burlap
coverings and fog sprays to prevent drying out of the exposed concrete surfaces.
B.
Immediately after screeding, horizontal surfaces shall receive an application of
evaporation reducer. Apply in accordance with manufacturer's instructions. Final finish
work shall begin as soon as the mix has stiffened sufficiently to support the
CONTRACTOR’s personnel.
C.
Curing and protection of the concrete shall begin immediately after completion of the
finishing operation. Continuous moist-curing consisting of method 1 or 2 listed in Article
3.01, Paragraph C of this Section is mandatory for at least the first 24 hours. Method 2
may be used only if the finished surface is not marred or blemished during contact with
the coverings.
WTP 1A WATER STORAGE TANK
03370-3
D.
At the end of the initial 24-hour period, curing and protection of the concrete shall
continue for at least four additional days using one of the methods listed in Article 3.01,
Paragraph C of this Section.
E.
Curing procedures during hot weather conditions shall conform to the requirements of
ACI 305.
3.04
USE OF CURING COMPOUND
A.
Curing compound shall be used only where specifically approved by the ENGINEER.
Curing compound shall not be used on surfaces to receive subsequent coatings.
B.
When permitted, the curing compound shall maintain the concrete in a moist condition
for the required time period, and the subsequent appearance of the concrete surface
shall not be affected.
C.
The compound shall be applied in accordance with the manufacturer's
recommendations after water sheen has disappeared from the concrete surface and
after finishing operations. The rate of application shall not exceed 300 square feet per
gallon. For rough surfaces, apply in two directions at right angles to each other.
3.05
A.
EARLY TERMINATION OF CURING
Moisture retention measures may be terminated earlier than the specified times only
when at least one of the following conditions is met:
1.
The strength of the concrete reaches 85 percent of the specified 28-day
compressive strength in laboratory-cured cylinders representative of the concrete
in place, and the temperature of the in-place concrete has been constantly
maintained at 50 degrees Fahrenheit or higher.
2.
The strength of concrete reaches the specified 28-day compressive strength as
determined by accepted nondestructive methods or laboratory-cured cylinder test
results.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
03370-4
SECTION 05010 - METAL MATERIALS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Metal materials not otherwise specified shall conform to the requirements of this Section.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 05050 - Metal Fastening
B.
Requirements for specific products made from the materials specified herein are
included in other sections of the Specifications. See the section for the specific item in
question.
1.03
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A.
ASTM A36
Standard Specification for Structural Steel
B.
ASTM A47
Standard Specification for Malleable Iron Castings
C.
ASTM A48
Standard Specification for Gray Iron Castings
D.
ASTM A53
Standard Specification for Pipe, Steel, Black and HotDipped, Zinc-Coated Welded and Seamless
E.
ASTM A167
Standard Specification for Stainless and Heat-Resisting
Chromium-Nickel Steel Plate, Sheet, and Strip
F.
ASTM A276
Standard Specification for Stainless and Heat-Resisting
Steel Bars and Shapes
G.
ASTM A307
Standard Specification for Carbon
Threaded Standard Fasteners
H.
ASTM A446
Standard Specification for Steel Sheet, Zinc-Coated
(Galvanized) by the Hot-Dip Process, Structural (Physical)
quality
I.
ASTM A500
Standard Specification for Cold-Formed Welded and
Seamless Carbon Steel Structural Tubing in Rounds and
Shapes
J.
ASTM A501
Standard Specification for Hot-Formed Welded and
Seamless Carbon Steel Structural Tubing
K.
ASTM A529
Standard Specification for Structural Steel with 42 000 psi
(290 Mpa) Minimum Yield Point (1/2 in. (12.7 mm)
Maximum Thickness)
Steel
Externally
WTP 1A WATER STORAGE TANK
05010-1
L.
ASTM A536
Standard Specification for Ductile Iron Castings
M.
ASTM A570
Standard Specification for Hot-Rolled Carbon Steel Sheet
and Strip, Structural Quality
N.
ASTM A572/A572M-94C
Standard Specification for High Strength Low-Alloy
Columbium-Vanadium Structural Steel Grade 50
O.
ASTM A666
Standard Specification for Austenitic Stainless Steel,
Sheet, Strip, Plate, and Flat Bar for Structural Applications
P.
ASTM B26
Standard Specification for Aluminum-Alloy Sand Castings
Q.
ASTM B85
Standard Specification for Aluminum-Alloy Die Castings
R.
ASTM B108
Standard Specification for Aluminum-Alloy Permanent
Mold Castings
S.
ASTM B138
Standard Specification for Manganese Bronze Rod, Bar,
and Shapes
T.
ASTM B209
Standard Specification for Aluminum-Alloy Sheet and Plate
U.
ASTM B221
Standard Specification for Aluminum-Alloy Extruded Bars,
Rods, Wire, Shapes, and Tubes
V.
ASTM B308
Standard Specification for Aluminum-Alloy
Structural Shapes, Rolled or Extruded
Standard
W. ASTM B574
Standard Specification for Nickel-Molybdenum-Chromium
Alloy Rod
X.
Standard Specification for Nonferrous Bolts, Hex Cap
Screws, and Studs for General Use
1.04
A.
1.05
A.
ASTM F468
SUBMITTALS
Material certifications shall be submitted along with any shop drawings for metal
products and fabrications required by other sections of the Specifications.
QUALITY ASSURANCE
COUNTY may engage the services of a testing agency to test any metal materials for
conformance with the material requirements herein. If the material is found to be in
conformance with Specifications the cost of testing will be borne by the COUNTY. If the
material does not conform to the Specifications, the cost of testing shall be paid by the
CONTRACTOR and all materials not in conformance as determined by the ENGINEER
shall be replaced by the CONTRACTOR at no additional cost to the COUNTY. In lieu of
replacing materials the CONTRACTOR may request further testing to determine
conformance, but any such testing shall be paid for by the CONTRACTOR regardless of
outcome of such testing.
WTP 1A WATER STORAGE TANK
05010-2
PART 2 -- PRODUCTS
2.01
A.
2.02
CARBON AND LOW ALLOY STEEL
Material types and ASTM designations shall be as listed below:
1. Plates and Structural Fabrications
ASTM A36
2. Sheet Steel
A 570 Grade C
3. Bars and Rods
A 36 or A307 Grade A
4. Pipe - Structural Use
A53 Type E or S, Grade B
5. Tubes
A500 Grade B or A501
6. Cold-Formed Structural Studs and Joists (18-22
gauge)Cold-Formed Structural Studs and Joists (12-16
gauge)
A 446 Grade CA 446
Grade D
STAINLESS STEEL
A.
All stainless steel fabrications shall be Type 316 (Type 316L, if welded).
B.
Material types and ASTM designations are listed below:
2.03
1. Plates and Sheets
ASTM A167 or A666 Grade A
2. Structural Shapes
ASTM A276
ALUMINUM
A.
All aluminum shall be alloy 6061-T6, unless otherwise noted or specified herein.
B.
Material types and ASTM designations are listed below:
C.
1. Structural Shapes
ASTM B308
2. Castings
ASTM B26, B85, or B108
3. Extruded Bars
ASTM B221 - Alloy 6061
4. Extruded Rods, Shapes and Tubes
ASTM B221 - Alloy 6063
5. Plates
ASTM B209 - Alloy 6061
6. Sheets
ASTM B221 - Alloy 3003
All aluminum shall be provided with mill finish unless otherwise noted.
WTP 1A WATER STORAGE TANK
05010-3
D.
Where bolted connections are indicated, aluminum shall be fastened with stainless steel
bolts.
E.
Aluminum in contact with dissimilar materials shall be insulated with an approved
dielectric.
2.04
A.
CAST IRON
Material types and ASTM designations are listed below:
1.
Gray
ASTM A48 Class 30B
2.
Malleable
ASTM A47
3.
Ductile
ASTM A536 Grade 60-40-18
PART 3 -- EXECUTION
(NOT USED)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
05010-4
SECTION 05050 - METAL FASTENING
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Furnish all materials, labor, and equipment required to provide all metal welds and
fasteners not otherwise specified, in accordance with the Contract Documents.
Fasteners for structural steel are specified in Section 05120 - Structural Steel.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 05010 - Metal Materials
B.
Section 05035 - Galvanizing
C.
Section 05120 - Structural Steel
D.
Section 05140 - Structural Aluminum
1.03
A.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Without limiting the generality of the other requirements of the specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced specifications, codes, and standards refer to the most current issue available
at the time of Bid.
1.
The Florida Building Code
2.
AISC
Specification for Structural Joints Using ASTM
A325 or A490 Bolts.
3.
AISC
Code of Standard Practice
4.
AWS D1.1
Structural Welding Code - Steel
5.
AWS D1.2
Structural Welding Code - Aluminum
6.
Aluminum Association
Specifications for Aluminum Structures
7.
ASTM A572/A572M-94C
Standard Specification for High Strength Low-Alloy
Columbium-Vanadium Structural Steel Grade 50
8.
ASTM A307
Standard Specification for Carbon Steel Externally
Threaded Standard Fasteners
9.
ASTM A325
Standard Specification for High-Strength Bolts for
Structural Steel Joints
WTP 1A WATER STORAGE TANK
05050-1
1.04
A.
1.05
10.
ASTM A489
Standard Specification for Eyebolts
11.
ASTM A490
Standard Specification for Quenched and
Tempered Alloy Steel Bolts for Structural Steel
Joints
12.
ASTM A563
Standard Specifications for Carbon and Alloy Steel
Nuts
13.
ASTM F593
Standard Specification for Stainless Steel Bolts;
Hex Cap Screws, and Studs
14.
ASTM F594
Standard Specification for Stainless Steel Nuts
15.
ASTM D1785
Standard Specification for Polyvinyl Chloride (PVC)
Plastic Pipe
16.
ASTM F467
Standard Specification for Nonferrous Nuts for
General Use
SUBMITTALS
In accordance with the procedures and requirements set forth in Section 01300,
Submittals, the CONTRACTOR shall submit the following:
1.
Shop Drawings providing the fastener's manufacturer and type and certification
of the fastener's material and capacity.
2.
Copy of valid certification for each person who is to perform field welding.
3.
Certified weld inspection reports, when required.
4.
Welding procedures.
QUALITY ASSURANCE
A.
Fasteners not manufactured in the United States shall be tested and certification
provided with respect to specified quality and strength standards. Certifications of origin
shall be submitted for all U.S. fasteners supplied on the project.
B.
All steel welding shall be performed by welders certified in accordance with AWS D1.1.
All aluminum welding shall be performed by welders certified in accordance with
AWS D1.2. Certifications of field welders shall be submitted prior to performing any field
welds.
C.
Welds and high strength bolts used in connections of structural steel will be visually
inspected in accordance with Article 3.04.
WTP 1A WATER STORAGE TANK
05050-2
D.
The COUNTY may engage an independent testing agency to perform testing of welded
connections and to prepare test reports in accordance with AWS. Inadequate welds
shall be corrected or redone and retested to the satisfaction of the ENGINEER and/or an
acceptable independent testing laboratory, at no additional cost to the COUNTY.
E.
Provide a welding procedure for each type and thickness of weld. For welds that are not
prequalified, include a Performance Qualification Report. The welding procedure shall
be given to each welder performing the weld. The welding procedure shall follow the
format in Appendix E of AWS D1.1 with relevant information presented.
PART 2 -- PRODUCTS
2.01
ANCHOR BOLTS
A.
Anchor bolts shall conform to ASTM A36 or ASTM A307 Grade A except where stainless
steel or other approved anchor bolts are shown on the Drawings or specified herein.
Anchor bolts shall have hexagonal heads and shall be supplied with hexagonal nuts
meeting the requirements of ASTM A563 Grade A.
B.
Where anchor bolts are used to anchor galvanized steel or are otherwise specified to be
galvanized, anchor bolts and nuts shall be hot-dip galvanized in accordance with
ASTM A307.
C.
Where pipe sleeves around anchor bolts are shown on the Drawings, pipe sleeves shall
be cut from Schedule 40 PVC plastic piping meeting the requirements of ASTM D1785.
2.02
HIGH STRENGTH BOLTS
A.
High strength bolts and associated nuts and washers shall be in accordance with ASTM
A325 or ASTM A490. Bolts, nuts and washers shall meet the requirements of AISC
"Specification for Structural Joints Using ASTM A325 or A490 Bolts".
B.
Where high strength bolts are used to connect galvanized steel or are otherwise
specified to be galvanized, bolts, nuts, and washers shall be hot-dip galvanized in
accordance with ASTM A325.
2.03
STAINLESS STEEL BOLTS
A.
Stainless steel bolts shall conform to ASTM F-593. All underwater fasteners shall be
Type 316 stainless steel. Unless otherwise specified, fasteners for aluminum and
stainless steel members shall be Type 316 stainless steel.
B.
Stainless steel bolts shall have hexagonal heads with a raised letter or symbol on the
bolts indicating the manufacturer, and shall be supplied with hexagonal nuts meeting the
requirements of ASTM F594. Nuts shall be of the same alloy as the bolts.
WTP 1A WATER STORAGE TANK
05050-3
2.04
A.
CONCRETE ANCHORS
Where concrete anchors are called for on the Drawings, one of the types listed below
shall be used; except, where one of the types listed below is specifically called for on the
Drawings, only that type shall be used. Unless otherwise noted, all concrete anchors
which are submerged, or which are subject to vibration from equipment such as pumps
and generators, shall be adhesive anchors. The determination of anchors equivalent to
those listed below shall be on the basis of test data performed by a commercial testing
laboratory. There are two types used:
1.
Expansion anchors shall be wedge, sleeve, or drop-in mechanical anchors.
2.
Adhesive anchors shall be two part injection type.
B.
Expansion anchors shall be Kwik Bolt II by Hilti, Inc., Trubolt Wedge Anchor by ITW
Ramset/Redhead, or equal, and shall be embedded to the depths shown on the
Drawings. If no embedment depth is given, the minimum embedment depth as
recommended by the manufacturer shall be used.
C.
Adhesive anchors shall consist of threaded rods or bolts anchored with an adhesive
system into hardened concrete or grout-filled masonry. The adhesive system shall use a
two-component adhesive mix and shall be injected with a static mixing nozzle following
manufacturer's instructions. The embedment depth of the rod/bolt shall provide a
minimum allowable bond strength that is equal to the allowable tensile capacity of the
rod/bolt (see Table 1) unless noted otherwise on the Drawings. The adhesive system
shall be "Sikadur Injection Gel" as manufactured by Sika Corporation, "Epcon System"
as manufactured by ITW Ramset/Redhead, "HIT HY-150 Injection Adhesive Anchor
System" as manufactured by Hilti, Inc., or equal.
D.
Concrete anchors used to anchor steel shall be of A36 steel unless noted otherwise.
Where steel to be anchored is galvanized, concrete anchors shall also be galvanized.
E.
Concrete anchors used to anchor aluminum, FRP, or stainless steel shall be Type 316
stainless steel unless noted otherwise. All underwater concrete anchors shall be
Type 316 stainless steel.
TABLE 1
Allowable Tensile Capacity (Kips)
Size
A36 Threaded Rod/Bolt
SST Threaded Rod/Bolt
3/8"
2.1
1.9
1/2"
3.8
3.5
5/8"
5.9
5.6
3/4"
8.4
8.2
7/8"
11.5
11.4
1"
15.0
15.0
WTP 1A WATER STORAGE TANK
05050-4
2.05
MASONRY ANCHORS
A.
Anchors for fastening to solid or grout-filled masonry shall be adhesive anchors as
specified above for concrete anchors.
B.
Anchors for fastening to hollow masonry or brick shall be adhesive anchors consisting of
threaded rods or bolts anchored with an adhesive system dispensed into a screen tube
inserted into the masonry. The adhesive system shall use a two-component adhesive
mix and shall be injected into the screen tube with a static mixing nozzle. The adhesive
system shall be Epcon System © as manufactured by ITW Ramset/Redhead, AHIT HY20 System © as manufactured by Hilti, Inc, or equal.
C.
Masonry anchors used to anchor steel shall be of A36 steel unless noted otherwise.
Where steel to be anchored is galvanized, anchors shall also be galvanized.
D.
Masonry anchors used to anchor aluminum, FRP, or stainless steel shall be Type 316
stainless steel unless noted otherwise. All underwater anchors shall be Type 316
stainless steel.
2.06
WELDS
A.
Electrodes for welding structural steel and all ferrous steel shall comply with AWS Code,
using E70 series electrodes for shielded metal arc welding (SMAW), or F7 series
electrodes for submerged arc welding (SAW).
B.
Electrodes for welding aluminum shall comply with the Aluminum Association
Specifications and AWS D1.2.
C.
Electrodes for welding stainless steel and other metals shall comply with AWS code.
2.07
A.
2.08
A.
2.09
A.
2.10
A.
WELDED STUD CONNECTORS
Welded stud connectors shall conform to the requirements of AWS D1.1 Type C.
EYEBOLTS
Eyebolts shall conform to ASTM A489 unless noted otherwise.
HASTELLOY FASTENERS
Hastelloy fasteners and nuts shall be constructed of Hastelloy C-276.
ANTISEIZE LUBRICANT
Antiseize lubricant shall be Graphite 50 Anti-Seize by Loctite Corporation, 1000 AntiSeize Paste by Dow Corning, 3M Lube and Anti-Seize by 3M, or equal.
WTP 1A WATER STORAGE TANK
05050-5
PART 3 -- EXECUTION
3.01
A.
3.02
A.
B.
C.
MEASUREMENTS
The CONTRACTOR shall verify all dimensions and review the Drawings and shall report
any discrepancies to the ENGINEER for clarification prior to starting fabrication.
BOLT INSTALLATION
Anchor Bolts, Concrete Anchors, and Masonry Anchors
1.
Anchor bolts shall be installed in accordance with AISC "Code of Standard
Practice" by setting in concrete while it is being placed and positioned by means
of a rigidly held template.
2.
The CONTRACTOR shall verify that all concrete and masonry anchors have
been installed in accordance with the manufacturer's recommendations and that
the capacity of the installed anchor meets or exceeds the specified safe holding
capacity.
3.
Concrete anchors shall not be used in place of anchor bolts without ENGINEER's
approval.
4.
All stainless steel threads shall be coated with antiseize lubricant.
High Strength Bolts
1.
All bolted connections for structural steel shall use high strength bolts. High
strength bolts shall be installed in accordance with AISC "Specification for
Structural Joints, using A325 or A490 Bolts." All high strength bolts installed by
the "turn-of-nut" method 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. These marks will be considered in inspection.
2.
All stainless steel bolts shall be coated with antiseize lubricant.
Other Bolts
1.
3.03
All dissimilar metal shall be connected with appropriate fasteners and shall be
insulated with a dielectric or approved equal. Unless otherwise specified, where
aluminum and steel members are connected together they shall be fastened with
Type 304 stainless steel bolts and insulated with micarta, nylon, rubber, or equal.
WELDING
A.
All welding shall comply with AWS Code for procedures, appearance, quality of welds,
qualifications of welders and methods used in correcting welded work.
B.
Welded stud connectors shall be installed in accordance with AWS D1.1.
WTP 1A WATER STORAGE TANK
05050-6
3.04
INSPECTION
A.
High strength bolting will be visually inspected in accordance with AISC "Specification for
Structural Joints Using A325 or A490 Bolts." Rejected bolts shall be either replaced or
retightened as required. In cases of disputed bolt installation, the bolts in question shall
be checked by a calibrated wrench certified by an independent testing laboratory. The
certification shall be at the CONTRACTOR's expense.
B.
Field welds will be visually inspected in accordance with AWS Codes. Inadequate welds
shall be corrected or redone as required in accordance with AWS Codes.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
05050-7
INTENTIONALLY LEFT BLANK
SECTION 05035 - GALVANIZING
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
A.
THE REQUIREMENT
Where galvanizing is called for in the Contract Documents, the galvanizing shall be
performed in accordance with the provisions of this Section unless otherwise noted.
RELATED WORK SPECIFIED ELSEWHERE
Further requirements for galvanizing specific items may be included in other Sections of
the Specifications. See section for the specific item in question.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Without limiting the generality of the other requirements of the specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced specifications, codes, and standards refer to the most current issue available
at the time of Bid.
1.
Florida Building Code (FBC)
2.
ASTM A123
-
Standard Specification for Zinc (Hot-Galvanized) Coatings on
Products Fabricated from Rolled, Pressed, and Forged Steel
Shapes, Plates, Bars, and Strip
3.
ASTM A153
-
Standard Specification for Zinc Coating (Hot-Dip) on Iron and
Steel Hardware
4.
ASTM A386
-
Standard Specification for
Assembled Steel Products
5.
ASTM A924
-
Standard Specification for General Requirements for Steel
Sheet, Metallic-Coated by the Hot-Dip Process
6.
ASTM A780
-
Standard Practice of Repair of Damaged Hot-Dip Galvanized
Coatings
Zinc
Coating
(Hot-Dip)
on
SUBMITTALS
In accordance with the procedures and requirements set forth in Section 01300,
Submittals, the CONTRACTOR shall submit the following:
1.
Certification that the item(s) are galvanized in accordance with the applicable
ASTM standards specified herein. This certification may be included as part of
any material certification that may be required by other Sections of the
Specifications.
WTP 1A WATER STORAGE TANK
05035-1
PART 2 -- PRODUCTS
2.01
A.
GALVANIC COATING
Material composition of the galvanic coating shall be in accordance with the applicable
ASTM standards specified herein.
PART 3 -- EXECUTION
3.01
FABRICATED PRODUCTS
A.
Products fabricated from rolled, pressed, and forged steel shapes, plates, bars, and
strips, 1/8 inch thick and heavier which are to be galvanized shall be galvanized in
accordance with ASTM A123. Products shall be fabricated into the largest unit which is
practicable to galvanize before the galvanizing is done. Fabrication shall include all
operations necessary to complete the unit such as shearing, cutting, punching, forming,
drilling, milling, bending, and welding. Components of bolted or riveted assemblies shall
be galvanized separately before assembly. When it is necessary to straighten any
sections after galvanizing, such work shall be performed without damage to the zinc
coating.
B.
Components with partial surface finishes shall be commercial blast cleaned prior to
pickling.
3.02
A.
3.03
A.
3.04
HARDWARE
Iron and steel hardware which is to be galvanized shall be galvanized in accordance with
ASTM A153.
ASSEMBLED PRODUCTS
Assembled steel products which are to be galvanized shall be galvanized in accordance
with ASTM A123 or ASTM A386. All edges of tightly contacting surfaces shall be
completely sealed by welding before galvanizing.
SHEETS
A. Iron or steel sheets which are to be galvanized shall be galvanized in accordance with
ASTM A924.
WTP 1A WATER STORAGE TANK
05035-2
3.05
A.
REPAIR OF GALVANIZING
Galvanized surfaces that are abraded or damaged at any time after the application of
zinc coating shall be repaired by thoroughly wire brushing the damaged areas and
removing all loose and cracked coating, after which the cleaned areas shall be painted
with 2 coats of zinc rich paint meeting the requirements of Federal Specification DOD-P21035A and shall be thoroughly mixed prior to application. Zinc rich paint shall not be
tinted. The total thickness of the 2 coats shall not be less than 6 mils. In lieu of
repairing by painting with zinc rich paint, other methods of repairing galvanized surfaces
in accordance with ASTM A780 may be used provided the proposed method is
acceptable to the ENGINEER.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
05035-3
INTENTIONALLY LEFT BLANK
SECTION 05515 - LADDERS
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
A.
REQUIREMENT
Furnish all materials, labor, and equipment required to provide all ladders in accordance
with the requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
Section 05500 - Metal Fabrications
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Without limiting the generality of the Specifications, all work specified herein shall
conform to the applicable requirements of the following documents.
1.
Florida Building Code
2.
Aluminum Association Specifications for Aluminum Structures
3.
Occupational Safety and Health Administration (OSHA) Regulations
SUBMITTALS
Submit the following in accordance with Section 01300 - Submittals.
1.
Complete fabrication and erection drawings of all metalwork specified herein.
2.
Other submittals as required in accordance with Section 05500 - Metal
Fabrications.
PART 2 -- PRODUCTS
2.01
A.
2.02
A.
METAL MATERIALS
Metal materials, fasteners and welds used for ladders shall conform to Section 05500 Metal Fabrications, unless noted otherwise.
ALUMINUM LADDERS
Ladders shall be furnished with all mounting brackets, baseplates, fasteners, and
necessary appurtenances for a complete and rigid installation.
B. All ladders shall be aluminum alloy 6061-T6 or 6063-T5 with a clear, anodized finish,
Aluminum Association M12C22A41, unless noted otherwise. All fiberglass ladders shall
be specified in Section 06600 - Glass Fiber and Resin Fabrications.
WTP 1A WATER STORAGE TANK
05515-1
C. All ladders shall conform to dimensions indicated on the Drawings and shall comply with
OSHA requirements.
D.
Side rails shall be 1-1/2 inch diameter Schedule 80 pipe, minimum.
E.
Rungs shall be serrated 3/4 inch diameter, minimum.
F.
All exposed connections shall be welded and ground smooth.
2.03
A.
2.04
STAINLESS STEEL LADDERS
Stainless steel ladders when shown on the Drawings shall be fabricated of 316 stainless
steel.
SAFETY CAGE
A.
For ladders exceeding fifteen feet in height, provide a safety cage in accordance with
OSHA requirements.
B.
An operable access door with padlock shall be provided for all safety cages.
PART 3 -- EXECUTION
3.01
FABRICATION
A.
All measurements and dimensions shall be based on field conditions and shall be
verified by the CONTRACTOR prior to fabrication. Such verification shall include
coordination with adjoining work.
B.
All fabricated work shall be shop fitted together as much as practicable, and delivered to
the field, complete and ready for erection.
C.
All work shall be fabricated and installed in a manner that will provide for expansion and
contraction, prevent shearing of bolts, screws, and other fastenings, ensure rigidity, and
provide a close fit of sections.
D.
Finished members shall conform to the lines, angles, and curves shown on the Drawings
and shall be free from distortions of any kind.
E.
All shearings shall be neat and accurate, with parts exposed to view neatly finished.
Flame cutting is allowed only when performed utilizing a machine.
F.
All shop connections shall be welded unless otherwise indicated on the Drawings or
specified herein. All fastenings shall be concealed where practicable.
G.
Fabricated items shall be shop painted when specified in accordance with Section 09900
- Painting.
WTP 1A WATER STORAGE TANK
05515-2
3.02
INSTALLATION
A.
Assembly and installation of fabricated system components shall be performed in strict
accordance with manufacturer's recommendations.
B.
All ladders shall be erected square, plumb and true, accurately fitted, adequately
anchored in place, and set at proper elevations and positions.
C.
Metalwork shall be field painted when specified in accordance with Section 09900 Painting.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
05515-3
INTENTIONALLY LEFT BLANK
SECTION 05520 - HANDRAILS AND RAILINGS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish, fabricate, and install handrails and railings and
appurtenances, complete, all in accordance with the requirements of the Contract
Documents. Handrails and railings for the tank shall conform to the contract Drawings.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 05500 - Metal Fabrications
B.
Section 05515 - Ladders
C.
Section 05531 - Gratings, Floor Plates, and Access Hatches
1.03
A.
SUBMITTALS
Shop drawings of all handrails and railings shall be submitted to the ENGINEER for
review in accordance with Section entitled "Submittals."
PART 2 -- PRODUCTS
2.01
ALUMINUM RAILING SYSTEM
A.
General: Where indicated on the Drawings, pipe handrailing shall be provided. Pipe
handrailing shall be supplied as required by the Florida Building Code and OSHA
whether indicated on the Drawings or not.
B.
Vertical pipe supports to be set in concrete shall have cast aluminum base flange or
side mount bracket with set screws as indicated on the drawings. Removable posts
shall be sleeved. The joint between upright and sleeve shall be screwed for post
removal.
C.
Wall brackets and handrail shall be of designs indicated on the Drawings and shall be
as manufactured by Mouitrie Manufacturing Company, J.G. Braun Company, Fulton
Metal Products Company, or equal.
D.
All connections between vertical posts and horizontal railing or between sections of
horizontal railings shall be shop welded continuous in as long of sections as practical.
All welds shall be water tight and ground smooth. Field assembly of welded sections
may be made by field welding. Railings and posts shall be removable at locations
indicated. Location and type of field connections shall be subject to the ENGINEER's
review. Weep holes shall be shop drilled in all vertical posts of external railing.
E.
Design Load: All components of the railings and the railing system shall be adequately
designed to resist the design loads of the Florida Building Code. In no case shall the
spacing of vertical pipe supports exceed five feet.
05520-1
WTP 1A WATER STORAGE TANK
F.
2.02
A.
Aluminum Railing: Exterior aluminum pipe railings and posts shall be dimensioned as
shown on plans, aluminum alloy 6061-T6 with mill finish. Posts shall be Schedule 80
minimum, horizontal railings shall be Schedule 40 minimum. Railing posts shall be
adequately reinforced to meet the specified design loads. In no case shall the spacing
of handrail posts exceed five feet on center. Stainless steel railings may be used in lieu
of aluminum railing at the CONTRACTOR's option.
FASTENERS
Stainless steel Type 316 fasteners shall be furnished by handrail manufacturer.
PART 3 -- EXECUTION
3.01
EXAMINATION
A.
Verify that field conditions are acceptable and are ready to receive work.
B.
Beginning of installation means erector accepts existing conditions.
3.02
PREPARATION
A.
Clean and strip primed items to bare metals where site welding is required.
B.
Supply items required to be cast into concrete with setting templates, to appropriate
sections.
3.03
INSTALLATION
A.
Install items plumb and level, accurately fitted, free from distortion or defects.
B.
Provide anchors and plates required for connecting railings to structure.
C.
Aluminum Railings: Aluminum railing fabrication shall be performed by craftsperson
experienced in the fabrication of architectural metal work. Exposed surfaces shall be
free from defects or other surface blemishes. Dimensions and conditions shall be
verified in the field. All joints, junctions, miters and butting sections shall be precision
fitted with no gaps occurring between sections, and with all surfaces flush and aligned.
Electrolysis protection of materials shall be provided. All dissimilar materials shall be
isolated.
3.04
A.
3.05
A.
EXPANSION BOLTS
Expansion bolts shall be spaced a minimum of 10d apart and 5d edge distance
(d=diameter of bolt). A safety factor of four shall be provided on expansion bolt pull out
values published by the manufacturer.
ALUMINUM SURFACES
Aluminum surfaces in contact with concrete, grout or dissimilar metals shall be
protected with a coat of bitumastic or other approved materials.
- END OF SECTION -
05520-2
WTP 1A WATER STORAGE TANK
SECTION 05531 – GRATINGS, FLOOR PLATES AND ACCESS HATCHES
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
A.
THE REQUIREMENT
Furnish all materials, labor, and equipment required to provide all gratings, floor plates,
and hatches in accordance with the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
Metal Fabrications
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Without limiting the generality of the other requirements of the specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced specifications, codes, and standards refer to the most current issue available
at the time of Bid.
1.
Florida Building Code (FBC), latest Edition
2.
Aluminum Association Specifications for Aluminum Structures
3.
Occupational Safety and Health Administration (OSHA) Regulations
SUBMITTALS
Submit shop drawings in accordance with Section 01300, Submittals.
PART 2 -- PRODUCTS
2.01
MANUFACTURERS
A.
Aluminum grating shall be as manufactured by IKG BORDEN, McNichols Company, or
equal.
B.
Access hatches shall be as manufactured by The Bilco Company, US Fabrication, or
equal.
2.02
A.
2.03
A.
MATERIALS
Aluminum grating bearing and cross-bars shall be 6063-T6 aluminum alloy.
ACCESSORIES
Grating frame, and straps to be embedded in concrete shall be Type 316 stainless steel.
Anchors, if used, shall conform with specifications in Section 05500 – Metal
WTP 1A WATER STORAGE TANK
05531-1
Fabrications.
2.04
ALUMINUM GRATING
A.
Aluminum grating shall consist of extruded aluminum bearing I bars positioned and
pressure locked by cross bars with all exposed ends of bearing bars and cutouts banded
with a bar of the same depth and thickness as the main bearing bars. Each cut bar shall
be welded to the band. Gratings shall be reversible with non-skid surfaced bearing bars.
Clamps and bolts used for attaching the grating to supporting members shall be
stainless steel, and as recommended by the manufacturer.
B.
Grating I bar section, depth shall be based upon a uniformly applied load of 150 pounds
per square foot over the full span unless a greater loading is noted on the Drawings. The
maximum deflection of L/240, but not more than 1/4-inch, shall be based on an allowable
fiber stress of 12,000 pounds per square inch. In no case shall the depth of the grating
be less than 1-1/2 inches thick unless otherwise required to fit in existing frames.
Stiffener angles shall be provided as required to meet these load requirements.
C.
Grating shall be fabricated in Sections which do not exceed 75 pounds each.
D.
Cutouts in grating shall be provided for valve operators, conduits, pipes, etc. Edges of
cutouts shall be banded.
E.
Grating shall be Swage Locked "I-bar" type IDF by IKG Borden or equal.
F.
Grating shall be provided with a mill finish.
2.05
STAINLESS STEEL GRATING – NOT USED
2.06
ACCESS HATCHES
A.
General
1.
Door opening sizes, number and direction of swing of door leaves, and locations
shall be as shown on the Drawings. The Drawings show the clear opening
requirements.
2.
All doors shall be aluminum (mill finish) unless otherwise noted.
3.
Openings larger than 42 inches in either direction shall have double leaf doors,
unless noted otherwise on the Drawings.
4.
Doors shall be designed for flush mounting and for easy opening from both inside
and outside.
5.
All doors shall be provided with an automatic hold-open arm with release handle.
6.
Double leaf doors shall be provided with 316 SS safety chains to go across the
open sides of the door, when in the open position. Brackets shall be provided on
the underside of the doors to hold the safety bars when not in use.
WTP 1A WATER STORAGE TANK
05531-2
7.
All hardware, including but not limited to, all parts of the latch and lifting
mechanism assemblies, hold open arms and guides, brackets, hinges, springs,
pins, and fasteners shall be 316 stainless steel.
8.
Cylinder locks with keyway protected by a cover plug shall be provided with all
hatches.
9.
Door leafs shall be 1/4-inch aluminum diamond plate, minimum, stiffened and
designed for H-20 live loads at areas that could receive traffic wheel loads.
10.
Access door frames shall be watertight type channel fabricated from ¼-inch
aluminum with an anchor flange around the perimeter. The door frame shall be
equipped with a 1 1/2-inch drainage coupling. Drain piping shall be provided by
the CONTRACTOR and shall extend to the nearest point of discharge acceptable
to the ENGINEER.
11.
Access hatches shall be model J or JD (dual leaf) for watertight areas and K or
KD (double leaf) for non-watertight areas, as manufactured by The Bilco
Company, or equal.
12.
Hatches shall be guaranteed against defects for a period of five years.
PART 3 -- EXECUTION
3.01
EXAMINATION
A.
Verify that opening sizes and dimensional tolerances are acceptable.
B.
Verify that supports and anchors are correctly positioned.
3.02
INSTALLATION
A.
Install components in accordance with manufacturer's instructions.
B.
Place frames in correct position, plumb and level.
C.
Set perimeter closure flush with top of grating and surrounding construction.
D.
Secure to prevent movement.
3.01
FABRICATION
A.
All measurements and dimensions shall be based on field conditions and shall be
verified by the CONTRACTOR prior to fabrication. Such verification shall include
coordination with adjoining work.
Fabrication shall begin only after such field
measurements.
B.
All fabricated work shall be shop fitted together as much as practicable, and delivered to
the field, complete and ready for erection, unless sections have to be removable. All
WTP 1A WATER STORAGE TANK
05531-3
C.
miscellaneous items such as stiffeners, fillets, connections, brackets, and other details
necessary for a complete installation shall be provided.
All work shall be fabricated and installed in a manner that will provide for expansion and
contraction, prevent shearing of bolts, screws, and other fastenings, ensure rigidity, and
provide a close fit of sections.
D.
Finished members shall conform to the lines, angles, and curves shown on the Drawings
and shall be free from distortions of any kind.
E.
All shearings shall be neat and accurate, with parts exposed to view neatly finished.
Flame cutting is allowed only when performed utilizing a machine.
F.
All shop connections shall be welded unless otherwise indicated on the Drawings or
specified herein. All fastenings shall be concealed where practicable.
3.02
INSTALLATION
A.
Assembly and installation of fabricated system components shall be performed in strict
accordance with manufacturer's recommendations.
B.
All gratings, access hatches, and access doors shall be erected square, plumb and true,
accurately fitted, adequately anchored in place, and set at proper elevations and
positions.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
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SECTION 09900 - PAINTING
PART 1 -- GENERAL
1.01 THE REQUIREMENT
A.
The CONTRACTOR shall furnish all labor, tools, materials, supervision and equipment
necessary to do all the work specified herein and as required for a complete
installation, including surface preparation priming and painting of CONTRACTOR
furnished equipment, materials and structures.
1.02 GENERAL INFORMATION AND DESCRIPTION
A.
All paint for concrete and metal surfaces shall be especially adapted for use in contact
with potable water and shall be applied in conformance with the manufacturer's
published specifications.
B.
Coatings used in conjunction with potable water supply systems shall have U.S.
Environmental Protection Agency (EPA), National Sanitation Foundation (NSF), and
Food and Drug Administration (FDA) approval for use with potable water and shall not
impart a taste or odor to the water.
C.
The term "paint", as used herein, includes emulsions, enamels, paints, stains,
varnishes, sealers, cement filler, cement-latex filler and other coatings, whether used
as prime, intermediate, or finish coats.
D.
All buildings, facilities, structures, and appurtenances, as indicated on the Drawings
and as specified herein, shall be painted with not less than one shop coat and field
coat(s), or one prime coat and finish coat(s) of the appropriate paint. Items to be
painted include, but are not limited to exterior and interior concrete, structural steel,
miscellaneous metals, operators, pipe, pipe-fittings, valves, mechanical equipment,
motors, conduit, and all other work which is obviously required to be painted unless
otherwise specified.
E.
Baked-on enamel finishes and items with standard shop finishes such as graphic
panels, electrical equipment, instrumentation, etc., shall not be field painted unless the
finish is damaged during shipment or installation. Aluminum, stainless steel, fiberglass
and bronze work shall not be painted unless color coding and marking is required or
otherwise specified. A list of surfaces not to be coated is included in Article 1.09.
F.
The CONTRACTOR shall obtain all permits, licenses and inspections and shall comply
with all laws, codes, ordinances, rules and regulations promulgated by authorities having
jurisdiction which may bear on the work. This compliance will include Federal Public Law
91-596 more commonly known as the "Occupational Safety and Health Act of 1970".
1.03
A.
MANUFACTURERS
All painting materials shall be as manufactured by Ameron, Carboline, Tnemec,
Sherwin Williams, or equal.
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1.04 SUBMITTALS AND SERVICES
A.
The CONTRACTOR shall submit paint manufacturer's data sheets and samples of
each finish and color to the ENGINEER for review, before any work is started in
accordance with the section entitled “Submittals”.
B.
Submitted samples of each finish and color shall be prepared so that areas of each
sample indicate the appearance of the various coats. For example, where a three coat
system is specified, the sample shall be divided into three areas indicating one coat
only, two coats and all three coats. The ENGINEER will provide written authorization
constituting a standard, as to color and finish only, for each coating system.
C.
The CONTRACTOR shall prepare a complete schedule of surfaces to be coated and
shall identify the surface preparation and paint system he proposes to use. The paint
schedule shall be in conformance with Article 3.07. The schedule shall contain the
name of the paint manufacturer, and the name, address and telephone number of the
manufacturer's representative that will inspect the work. The schedule shall be
submitted to the ENGINEER for review as soon as possible following the Notice to
Proceed so that the schedule may be used to identify colors and to specify shop
painting systems on order for fabricated equipment.
1.05 SERVICES OF MANUFACTURERS REPRESENTATIVE
A.
The CONTRACTOR shall purchase paint from a manufacturer meeting specifications.
The manufacturer shall assign a representative to inspect the application of the product
both in the shop and field. Prior to and after coating application, the manufacturer's
representative shall submit reports to the ENGINEER identifying the products used and
verifying that said products were proper for the exposure and service intended and
were properly applied, respectively.
B.
Services shall also include, but not be limited to, inspecting prior coatings of paint,
determination of best means of surface preparation, inspection of completed work, and
final inspection of painted work to be performed six months after the job is completed.
1.06 MANUFACTURERS' INSTRUCTIONS
A.
The manufacturers' published instructions for use as a guide in specifying and applying
the manufacturers' proposed paint shall be submitted to the ENGINEER. Paint shall
not be delivered to the job before acceptance of the manufacturers' instructions is
given by the ENGINEER.
B.
A manufacturer's paint will not be considered for use unless that manufacturer's
published instructions meet the following requirements:
C.
The instructions must have been written and published by the manufacturer for the
purpose and with the intent of giving complete instruction for the use and application of
the proposed paint in the locality and for the conditions for which the paint is specified
or shown to be applied under this Contract.
D.
All limitations, precautions, and requirements that may adversely affect the paint; that
may cause unsatisfactory results after the painting application; or that may cause the
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paint not to serve the purpose for which it was intended, that is, to protect the covered
material from corrosion, shall be clearly and completely stated in the instructions.
These limitations and requirements shall, if they exist, include, but not be limited to the
following list:
1.
Methods of application
2.
Number of coats
3.
Thickness of each coat
4.
Total thickness
5.
Drying time of each coat, including primer
6.
Primer required to be used
7.
Primers not permitted
8.
Use of a primer
9.
Thinner and use of thinner
10. Temperature and relative humidity limitations during application and after
application
11. Time allowed between coats
12. Protection from sun
13. Physical properties of paint including solids content and ingredient analysis
14. Surface preparation
15. Touch up requirements and limitations
1.07 QUALITY ASSURANCE
A.
The CONTRACTOR shall give the ENGINEER a minimum of three days advance
notice of the start of any field surface preparation work of coating application work.
B.
All such work shall be performed only in the presence of the ENGINEER, unless the
ENGINEER has specifically allowed the performance of such work in its absence.
C.
Inspection by the ENGINEER, or the waiver of inspection of any particular portion of
the work, shall not relieve the CONTRACTOR of their responsibility to perform the work
in accordance with these Specifications.
D.
Where protective coatings are to be performed by a subcontractor, said subcontractor
shall provide a minimum of three references which show that the painting subcontractor
has previous successful experience with the specified or comparable coating systems.
Include the name, address, and the telephone number for the COUNTY of each
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installation for which the painting subcontractor provided the protective coating.
1.08 SAFETY AND HEALTH REQUIREMENTS
A.
In accordance with requirements of OSHA Safety and Health Standards for
Construction (29CFR1926) and the applicable requirements of regulatory agencies
having jurisdiction, as well as manufacturer's printed instructions, appropriate technical
bulletins, manuals, and material safety data sheets, the CONTRACTOR shall provide
and require use of personnel protective and safety equipment for persons working in or
about the project site.
B.
Respirators shall be worn by persons engaged or assisting in spray painting. The
CONTRACTOR shall provide ventilating equipment and all necessary safety equipment
for the protection of the personnel and the work.
C.
All paint shall comply with all requirements of the Air Pollution Regulatory Acts
concerning the application and formulation of paints and coatings for an area in which
the paints are applied. Specifically, paints shall be reformulated as required to meet
the local, State and Federal requirements.
1.09 SURFACES NOT TO BE COATED
A.
The following list of items shall not be coated unless otherwise noted.
1.
Encased piping or conduit.
2.
Stainless steel work.
3.
Galvanized checkered plate.
4.
Aluminum handrails, grating and checkered plate.
5.
Flexible couplings, lubricated bearing surfaces, and insulation.
6.
Packing glands and other adjustable parts of mechanical equipment.
7.
Finish hardware.
8.
Steel encased in concrete or masonry.
9.
Plastic switch plates and receptacle plates.
10. Signs, nameplates, serial numbers, and operating instruction labels.
11. Any code-requiring labels, such as Underwriters' Laboratories and Factory Mutual,
or any equipment identification, performance rating, name or nomenclature plates.
12. Any moving parts of operating units, mechanical and electrical parts, such as valve
and damper operators, linkages, sinkages, sensing devices, motor and fan shafts,
unless otherwise indicated.
1.10 QUALITY OF WORK
WTP 1A WATER STORAGE TANK
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A.
The CONTRACTOR shall be responsible for the cleanliness of their painting operations
and shall use covers and masking tape to protect the work whenever such covering is
necessary, or if so requested by the COUNTY. Any unwanted paint shall be carefully
removed without damage to any finished paint or surface. If damage does occur, the
entire surface, adjacent to and including the damaged area, shall be repainted without
visible lapmarks and without additional cost to the COUNTY.
B.
Painting found defective shall be scraped or sandblasted off and repainted as the
COUNTY may direct. Before final acceptance of the work, damaged surfaces of paint
shall be cleaned and repainted as directed by the COUNTY.
C.
Any pipe scheduled to be painted and having received a coating of a tar or asphalt
compound shall be painted with two coats or "Inertol Tar Stop", "Tnemec Tar Bar" or
equal before successive coats are applied in accordance with the paint schedule.
1.11 TANK EXTERIOR
A.
SUBMITTALS: Submit product data and sample for ENGINEER’s review. Provide two
samples 6 inch x 6 inch in size illustrating range of colors and textures available for
each surface finishing product scheduled, including paint finish for selection by
Architect. Submit manufacturer’s application instructions.
B.
FIELD SAMPLES: Provide field sample panel, a 4 foot wide interior panel or 10’ x 10’
exterior panel, illustrating especial coating color, texture, and finish. Locate where
directed and accepted sample may remain as part of the Work.
1.12 ADDITIONAL PAINT
A.
At the end of the project, the CONTRACTOR shall turn over to the COUNTY one fivegallon can of each type and color of paint, primer, thinner or other coating used in the
field painting. If the manufacturer packages the material concerned in gallon cans,
then it shall be delivered in unopened labeled cans as it comes from the factory. If the
manufacturer does not package the material in gallon cans, and in the case of special
colors, the materials shall be delivered in new gallon containers, properly closed with
typed labels indicating brand, type, color, etc. The manufacturer's literature describing
the materials and giving directions for their use shall be furnished in three bound
copies. A type-written inventory list shall be furnished at the time of delivery.
PART 2 -- PRODUCTS
2.01 MATERIALS
A.
Manufacturers: Sherwin Williams, Tnemec, Carboline or approved equal.
B.
No lead containing protective coating materials may be used on this project.
2.01 TRAFFIC PAINT
A.
Paint for marking the parking lots shall be Sherwin-Williams PRO-MAR traffic marking
paint, or equal. Color shall be white. Paint shall be applied in accordance with the
manufacturer’s recommendations. Striped areas shall be as specified in Section 02580
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entitled “Pavement Marking and Traffic Signs” and as indicated on the drawings.
PART 3 -- EXECUTION
3.01 SHIPPING, HANDLING AND STORAGE
A.
All painting materials shall be brought to the job site in the original sealed labeled
containers of the paint manufacturer and shall be subject to inspection by the
ENGINEER. Packages shall not be opened until they are inspected by the ENGINEER
and required for use. Where thinning is necessary, only the product of the
manufacturer furnishing the paint shall be used. All such thinning shall be done strictly
in accordance with the manufacturer's instructions, and with the full knowledge of the
ENGINEER.
B.
Materials and their storage shall be in full compliance with the requirements of pertinent
codes and fire regulations. All painting materials shall be stored in a clean, dry,
well-ventilated place protected from sparks, flame, direct rays of the sun or from
excessive heat. Receptacles shall be placed outside buildings for paint gates and
containers. Paint waste shall not be disposed of in plumbing fixtures, process drains or
other plant systems or process units.
3.02 INSPECTION OF SURFACES
A.
Before application of the prime coat and each succeeding coat, all surfaces to be
painted shall be subject to inspection by the ENGINEER. Any defects or deficiencies
shall be corrected by the CONTRACTOR before application of any subsequent coating.
B.
Samples of surface preparation and of painting systems shall be furnished by the
CONTRACTOR to be used as a standard throughout the job, unless omitted by the
ENGINEER.
C.
When any appreciable time has elapsed between coatings, previously coated areas
shall be carefully inspected by the ENGINEER, and where, in its opinion, surfaces are
damaged or contaminated, they shall be cleaned and recoated at the CONTRACTOR's
expense. Recoating times of manufacturer's printed instructions shall be adhered to.
D.
Coating thickness shall be determined by the use of a properly calibrated
"Nordson-Mikrotest" (or equal) dry mil thickness gauge.
3.03 EQUIPMENT
A.
Effective oil and water separators shall be used in all compressed air lines serving
spray painting and sandblasting operations to remove oil or moisture from the air
before it is used. Separators shall be placed as far as practicable from the
compressor.
B.
All equipment for application of the paint and the completion of the work shall be
furnished by the CONTRACTOR in first-class condition and shall comply with
recommendations of the paint manufacturer.
WTP 1A WATER STORAGE TANK
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C.
The CONTRACTOR shall provide free of charge to the ENGINEER two
"Nordson-Mikrotest" dry film gauges to be used to inspect coating by ENGINEER and
CONTRACTOR. Gauges may be used by CONTRACTOR and returned each day to
the ENGINEER. ENGINEER will return gauges to CONTRACTOR at completion of
job.
3.04 PREPARATION OF MATERIALS
A.
Mechanical mixers, capable of thoroughly mixing the pigment and vehicle together,
shall mix the paint prior to use where required by manufacturer's instructions; thorough
hand mixing will be allowed for small amounts up to five gallons.
B.
Pressure pots shall be equipped with mechanical mixers to keep the pigment in
suspension, when required by manufacturer's instructions. Otherwise, intermittent
hand mixing shall be done to assure that no separation occurs. All mixing shall be
done in accordance with SSPC Vol. 1, Chapter 4, "Practical Aspects, Use and
Application of Paints" and/or with manufacturer's recommendations.
C.
Catalysts or thinners shall be as recommended by the manufacturer and shall be
added or discarded strictly in accordance with the manufacturer's instruction.
3.05 SURFACE PREPARATION
A.
General
1.
Paint surface preparation shall be as specified in the following or recommended by
the paint manufacturer's published application instructions, whichever imposes the
most stringent requirements.
2.
Surfaces to be painted shall be clean and dry, and free of dust, rust, scale and all
foreign matter. No solvent cleaning, power or hand tool cleaning shall be
permitted unless approved by the ENGINEER or specified herein.
3.
Except as otherwise provided, all preparation of metal surfaces shall be in
accordance with Specifications SP-1 through SP-10 of the Steel Structures
Painting Council (SSPC). Where Steel Structures Painting Specifications are
referred to in these Contract Documents, the corresponding Pictorial Surface
Preparation Standard shall be used to define the minimum final surface conditions
to be supplied. Grease and oil shall be removed and the surface prepared by
hand tool cleaning, power tool cleaning or blast cleaning in accordance with the
appropriate Specification SP-1 through SP-10.
4.
Weld flux, weld spatter and excessive rust scale shall be removed by power tool
cleaning as per SSPC-SP-3.
5.
Threaded portions of valve and gate stems, machined surfaces which are intended
for sliding contact, surfaces which are to be assembled against gaskets, surfaces
or shafting on which sprockets are to fit, or which are intended to fit into bearings,
machined surfaces of bronze trim on slide gates and similar surfaces shall be
masked off to protect them from the sandblasting of adjacent surfaces.
Cadmium-plated or galvanized items shall not be sandblasted unless hereinafter
WTP 1A WATER STORAGE TANK
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specified, except that cadmium-plated, zinc-plated, or sherardized fasteners used
in assembly of equipment to be sandblasted shall be sandblasted in the same
manner as the unprotected metal. All installed equipment, mechanical drives, and
adjacent painted equipment shall be protected from sandblasting. Protection shall
prevent any sand or dust from entering the mechanical drive units or equipment
where damage could be caused.
6.
Hardware accessories, machined surfaces, plates, lighting fixtures, and similar
items in place prior to cleaning and painting, and not intended to be painted, shall
be protected or removed during painting operations and repositioned upon
completion of painting operations.
7.
Any abraded areas of shop or field applied coatings shall be touched up with the
same type of shop or field applied coating, even to the extent of applying an entire
coating, if necessary. Touch-up coatings and surface preparations shall be in
addition to and not considered as the first field coat.
8.
Sand from sandblasting shall be thoroughly removed, using a vacuum cleaner if
necessary. No surface, which has been sandblasted, shall be painted until
inspected by the ENGINEER.
B.
Exposed Pipe, Valves and Pumps: Bituminous coated pipe shall not be used in fully
exposed locations. Pipe, valves, and pumps which shall be fully exposed after project
completion shall be primed in accordance with the requirements herein. Any
bituminous coated ferrous pipe which is inadvertently installed in exposed locations
shall be sandblasted to SSPC-SP-5 White Metal before priming and painting. After
installation all exterior, exposed flanged joints shall have the gap between adjoining
flanges sealed with a single component Thiokol or equal caulking to prevent rust
stains.
C.
Ferrous Metal Surfaces
1.
All ferrous metal surfaces not required to be galvanized shall be cleaned of all oil,
grease, dirt, rust and tight and loose mill scale by blasting in accordance with the
following: SSPC-SP-10 Near White Metal Blast Cleaning with a 2 - 3 mil profile.
Priming/Painting shall follow sandblasting before any evidence of corrosion occurs.
2.
Field surface preparation of small, isolated areas such as field welds, repair of
scratches, abrasions or other marks to the shop prime or finish shall be cleaned by
power tools in accordance with SSPC-SP-3, or in difficult and otherwise
inaccessible areas by hand cleaning in accordance with SSPC-SP-2 and spot
primed.
D.
Primed or Coated Surfaces and Non-Ferrous Surfaces: All coated surfaces shall be
cleaned prior to application of successive coats. All nonferrous metals not to be coated
shall be cleaned. This cleaning shall be done in accordance with SSPC-SP-1, Solvent
Cleaning.
E.
Shop Finished Surfaces: All shop-coated surfaces shall be protected from damage and
corrosion before and after installation by treating damaged areas immediately upon
detection. Abraded or corroded spots on shop-coated surfaced shall be prepared in
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accordance with SSPC-SP-2, Hand Tool Cleaning and then touched up with the same
materials as the shop coat. All shop coated surfaces which are faded, discolored, or
which require more than minor touch-up, in the opinion of the ENGINEER, shall be
repainted. Cut edges of galvanized sheets, electrical conduit, and metal pipe sleeves,
not to be finish painted, shall be cleaned in accordance with SSPC-SP-1, Solvent
Cleaning and primed with zinc dust-zinc oxide metal primer.
F.
Galvanized, Zinc and Copper Alloy Surfaces: All copper, or galvanized metal surfaces
shall be given one coat of metal passivator or metal conditioner before applying the
prime coat. The passivator or conditioner shall be compatible with the complete paint
system and shall be as identified on the paint schedule.
G.
Concrete and Masonry Surfaces
1.
Concrete and masonry surfaces to be painted shall be prepared by removing
efflorescence, chalk, dust, dirt, grease, oil, form coating, tar and by roughening to
remove glaze. All surfaces shall be repaired prior to commencement of the
coating operation. Concrete and masonry surfaces are to be cured for at least 28
days prior to coating them. Apply clear sealer prior to painting.
2.
All rinse water shall be collected and properly disposed. The rinse water may only
be discharged to the plant drains after being properly neutralized. Neutralization
procedures must be approved in advance by the ENGINEER.
3.
Submerged concrete surfaces that are to be painted shall be etched with 15
percent to 10 percent muriatic acid solution to produce the necessary "sandpaper
texture" surface required for satisfactory adherence of the paint. Surfaces must be
flushed and scrubbed with water to remove acid residue and particles loosened by
it. Acid shall not be allowed to dry on surfaces.
4.
Concrete surfaces specified by the paint manufacturer to be acid etched shall be
etched in accordance with the manufacturer's instructions. The surface shall then
be thoroughly scrubbed with clean water, rinsed, and allowed to dry. The surface
shall be tested with a moisture meter to determine when dry before coating.
H.
Existing Painted Surfaces: Existing painted surfaces requiring a finish coat of paint as
shown on the Drawings shall be prepared by applying a minimum 2,500 psi high
pressure water blast to the existing painted surface to remove all loose paint, chalk,
dust, dirt, grease, oil and other foreign materials. Cracks, chips or voids in existing
concrete shall be repaired. Existing paint that is to remain shall have a seal coat, as
manufactured by Seal-Krete Inc., or equal applied to it prior to repainting.
I.
PVC Pipe Surfaces: Prior to painting, all PVC pipe surfaces shall be cleaned per
SSPC-SP-1, followed by a light sanding with medium weight sandpaper. The pipe shall
be free of sanding dust prior to painting.
3.06 Shop Painting
A.
All fabricated steel work and equipment shall receive at the factory at least one shop
coat of prime paint compatible with the paint system required by these specifications.
Surface preparation prior to shop painting shall be as specified. Finish coats may be
applied in the shop if approved by the ENGINEER. All shop painted items shall be
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properly packaged and stored until they are incorporated in the work. Any painted
surfaces that are damaged during handling, transporting, storage, or installation shall
be cleaned, scraped, and patched before field painting begins so that the work shall be
equal to the original painting received at the shop. Equipment or steel work that is to
be assembled on the site shall likewise receive a minimum of one shop coat of paint at
the factory. Surfaces of exposed members that will be inaccessible after erection shall
be prepared and painted before erection.
B.
The CONTRACTOR shall specify the shop paints to be applied when ordering
equipment in order to assure compatibility of shop paints with field paints. The paints
and surface preparation used for shop coating shall be identified on shop drawings
submitted to the ENGINEER for review. Shop paint shop drawings will not be reviewed
until the final project paint system has been submitted by the CONTRACTOR and
reviewed by the ENGINEER.
C.
Shop finish coats may be the standard finish as ordinary applied by the manufacturer if
it can be demonstrated to the ENGINEER that the paint system is equal to and
compatible with the paint system specified.
3.07 Paint Schedule
A.
General: The CONTRACTOR shall adhere to this paint schedule, providing those
paints named or approved equal. DFT shall mean the total minimum dry film thickness
per application measured in mils. Products are referenced by numbers listed in Article
2.01, “Materials,” and listed in Table 09900-1.
B.
Metal Surfaces, Exterior (Atmospheric) Exposure
1.
Metal surfaces exposed to the atmosphere that do not come into contact with
corrosive atmospheres including the following types of surfaces shall be painted as
described below:
a.
Above ground piping, valves, hydrants and pipe supports.
b.
Miscellaneous steel shapes, angles, etc.
c.
Exposed non-factory painted surfaces of electric panels, conduit, ventilation
fans, air conditioning units, duct work, etc.
d.
Piping and valves inside below ground, valve vaults.
Application
No.
Description
DFT
First - 1 coat
104
Polyamide Epoxy Primer
3.0 - 5.0
Second - 1 coat
105
Polyamide Epoxy Topcoat
3.0 - 5.0
Finish - 1 coat
110
Aliphatic Acrylic Polyurethane
2.0 - 4.0
Min. Total
11.0 Mils
2. Metal Shop Primed
a.
Touch up with Zinc Chromate primer.
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b.
3.
Metal Unprimed
a.
One coat Zinc Chromate primer.
b.
4.
Two coats Alkyd enamel, gloss.
Metal – Galvanized
a.
One coat Latex/Acrylic Galvanized primer.
b.
C.
Two coats of Alkyd Primer, gloss.
Two coats Acrylic Enamel, gloss
Metal Surfaces, Interior (Atmospheric) Exposure
1.
2.
3.
4.
Interior metal surfaces (nonsubmerged) that do not come into contact with
corrosive atmospheres, including but not limited to the following types of surfaces,
shall be painted as follows:
a.
Pumps, motors, machinery, etc.
b.
Piping, valves and supports.
c.
Miscellaneous steel shapes, angles, rails, etc.
d.
Exposed surfaces of electric panels, conduit, ventilation fans, air
conditioning units, duct work, etc.
Application
No.
Description
DFT
First 1-Coat
104
Polyamide Epoxy Primer
3.0 - 5.0
Finish 1-Coat
105
Polyamide Epoxy Topcoat
4.0 - 6.0
Min. Total
9.0 mils
Metal Shop Primed
a.
Touch-up with Zinc Chromate primer.
b.
Two coats of Alkyd Enamel, gloss.
Metal-Galvanized
a.
One coat Zinc Chromate primer.
b.
Two coats Alkyd Enamel, gloss.
Metal-Galvanized
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D.
a.
One coat Latex/acrylic Galvanized primer.
b.
Two coats Acrylic Enamel, gloss.
PVC and CPVC Piping and Appurtenances
1.
PVC and CPVC pipes, valves, and accessories, shall receive the following types of
paint:
Interior
Application
No.
Description
DFT
Finish - 1 coat
105
Polyamide Epoxy Topcoat
4.0 - 6.0
Application
No.
Description
DFT
First - 1 coat
105
Polyamide Epoxy Topcoat
2.0 - 3.0
Finish - 1 coat
110
Aliphatic Acrylic Polyurethane
2.0 - 3.0
Min. Total
6.0 Mils
Exterior
E.
Concrete and Masonry Surfaces, Interior Exposure
1.
Interior exposed masonry and concrete surfaces which are not included in other
coating systems, including the following types of surfaces, shall be painted as
described below:
a.
New building interior masonry and concrete walls, columns, beams and
ceilings.
Application
No.
Description
DFT
First – 1 coat
102
Polyamide Epoxy Masonry Filler 80-100
(new block)
F.
Primer
104
Epoxyline Primer
4.0 - 6.0
Second – 1 coat
105
Polyamide Epoxy Topcoat
4.0 - 6.0
Finish – 1 coat
105
Polyamide Epoxy Topcoat
4.0 - 6.0
Wood Surfaces, Interior Exposure
1.
G.
(sq. ft./gal)
Exterior wood surfaces – painted.
a.
One Coat
Alkyd Primer Sealer
b.
Two Coats
Alkyd Enamel, Gloss
Concrete, Stucco and Masonry Surfaces, External Atmospheric Exposure (Non Water
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Bearing Structures)
H.
1.
Fill hairline cracks, small holes and imperfections. Make smooth and flush with
adjacent surfaces. Wash and neutralize high alkali surfaces.
2.
Concrete, stucco, and masonry surfaces, including but not limited to the following
types of surfaces, shall be painted as described below:
a.
All new exterior concrete, block or stucco surfaces.
b.
Exterior painted surfaces that are added to or modified to the extent
shown on the Drawings.
Application
No.
Description
DFT
First – 1 coat
111
Modified Waterborne Acrylate
6.0-9.0
Second – 1 coat
111
Modified Waterborne Acrylate
6.0-9.0
Finish – 1 coat
111
Modified Waterborne Acrylate
6.0-9.0
Concrete Surfaces, Buried Exposure
1. The cast-in-place concrete walls and pre-cast concrete structures including the
exterior of new maintenance access structures, the interior and exterior electrical
pull boxes and footings of structures, shall be painted as follows. (Exterior surfaces
shall be coated from the footing up to six inches below finished grade):
Application
No.
Description
DFT
First – 1 coat
117
Polyamide Epoxy-Coal Tar
14.0
Min. Total
I.
14.0 Mils
Concrete Surfaces For Secondary Containment of chemicals and/or Fuel
1. Concrete surfaces including floor, trenches, containment walls, etc (includes all
sodium hypochlorite/chemical containment slabs and walls and stairs up to and
including top stair landing), generator room, trench walls and slab shall be coated
with the following system.
2. Surface Preparation: Allow concrete to cure at least 28 days. Abrasive blast clean
per SSPC-SP13.
3. Coating System:
Application
No.
Description
DFT
First Coat
137
Epoxy Novalak
8 mils
Primer
138
Epoxy Novalak
35 mils
Finish Coat
139
Epoxy Novalak
15 mils
Prior to immersion, the completed system shall be subjected to at least 48 hours of
WTP 1A WATER STORAGE TANK
09900-13
curing time with the concrete temperature at a minimum of 75 degrees F, or 96 hours
at a minimum of 60 degrees F, both conditions at a maximum relative humidity of 50
percent and under forced ventilation conditions. More curing time or a higher
temperature shall be provided by CONTRACTOR if recommended by the epoxy
novalak coating manufacturer. Other combinations of curing time and temperature
may be used if the coating manufacturer presents satisfactory documentation and
test results to substantiate that the degree of curing is equal or greater than curing for
240 hours at 70 degrees F.
J. Metal Surfaces, Corrosive Exposure
a. Metal surfaces that come in contact with corrosive atmospheres, including but not
limited to equipment within the hypochlorite/chemical containment areas.
b. Surface Preparation: Allow concrete to cure at least 28 days. Abrasive blast
clean per SSPC-SP13 Surface Preparation of Concrete.
c. Coating System:
Application
No.
Description
DFT
Primer Coat
120
Vinyl Ester
12-18
Finish Coat
121
Vinyl Ester
12-18
Min. Total
30.0 Mils
K. Concrete, External Atmospheric Exposure (Water Bearing Structures):
Application:
Two coats of Tnemec Series 156 Colors to match Sherwin Williams or equal as shown
on Drawings A-13.
3.08 PAINTING
A.
Application: All paint shall be applied by experienced painters with top quality, properly
styled brushes, rollers or other applicators reviewed by the ENGINEER and the paint
manufacturers.
1.
Paint shall be applied without runs, sags, thin spots, or unacceptable marks.
Paints shall be applied at the rate specified by the manufacturer to achieve the
minimum dry mil thickness required. Additional coats of paint shall be applied, if
necessary, to obtain thickness specified. Work which shows carelessness, lack of
skill, or is defective in the opinion of the ENGINEER, shall be corrected at the
expense of the CONTRACTOR.
2.
Paint shall be applied with spraying equipment only on those surfaces designated
by the ENGINEER. If the material has thickened or must be diluted for application
by spray gun, each coat shall be built up to the same film thickness achieved with
undiluted brushed-on material. Where thinning is necessary, only the products of
the particular manufacturer furnishing the paint shall be used; and all such thinning
shall be done in strict accordance with the manufacturer's instructions, as well as
WTP 1A WATER STORAGE TANK
09900-14
with the full knowledge of the ENGINEER.
3.
Surfaces not accessible to brushes or rollers may be painted by spray by dauber
or sheepskins and paint mitt. If any of these methods is to be used, it shall be
done in strict accordance with the manufacturer's instruction, as well as with the
full knowledge of the ENGINEER.
B.
Drying Time: A minimum of twenty-four hours drying time shall elapse between
application of any two coats of paint on a particular surface unless shorter time periods
are a requirement of the manufacturer or specified herein. Longer drying times shall
be required for abnormal conditions as defined by the manufacturer.
C.
Weather Restrictions: No painting whatsoever shall be accomplished in rainy or
excessively damp weather when the relative humidity exceeds 85 percent, or when the
general air temperature cannot be maintained at 50 degree Fahrenheit or above
throughout the entire drying period. No paint shall be applied when it is expected that
the relative humidity will exceed 85 percent or that the air temperature will drop below
50 degree Fahrenheit with 18 hours after the application of the paint. Dew or moisture
condensation should be anticipated; and if such conditions are prevalent, painting shall
be delayed until midmorning to be certain the surfaces are dry. The day's painting
shall be completed well in advance of the probable time-of-day when condensation will
occur.
D.
Inspection Between Coats: Each and every field coat of priming and finishing paint
shall be inspected by the ENGINEER or authorized representative before the
succeeding coat is applied. The CONTRACTOR shall follow a system of tinting
successive paint coats so that no two coats for a given surface are exactly the same
color. Areas to receive black protective coatings shall in such cases be tick-marked
with white or actually gauged as to thickness when finished. Magnetic dry film
thickness gauges and wet fiber thickness gauges will be utilized for quality control.
Coatings will also be required to pass a 64-volt holiday detector test.
E.
Special Areas: All surfaces which are to be installed against concrete, masonry, etc.,
and will not be accessible for field priming and/or painting shall be back primed and
painted as specified herein, before erection. Anchor bolts shall be painted before the
erection of equipment and then the accessible surfaces repainted when the equipment
is painted.
1.
Special attention shall be given to ensure that edges, corners, crevices, welds and
rivets receive a film thickness equivalent to that of the adjacent painted surfaces.
3.09 SCHEDULE OF COLORS
A.
All colors shall be designated by the COUNTY during shop drawing review. The
CONTRACTOR shall submit color samples to the ENGINEER as specified in Article
1.04. The CONTRACTOR shall submit suitable samples of all colors (including custom
colors as may be required) and finishes for the surfaces to be painted, or on portable
surfaces when required by the ENGINEER. The ENGINEER shall decide upon the
choice of colors and other finishes when alternates exist. No variation shall be made in
colors without the COUNTY’S approval. Color names and/or numbers shall be
identified according to the appropriate color chart issued by the manufacturer of the
WTP 1A WATER STORAGE TANK
09900-15
particular product in question.
3.10 COLOR CODING AND LETTERING OF PIPING
A.
Pipe color coding and lettering are specified in Section 15030 – Piping and Equipment
Identification Systems.
3.11 ANSI AND OSHA SAFETY COLORS
A.
Items specified in the following subsections shall be safety color coated as specified.
ANSI colors shall conform with (OSHA) ANSI Z53.1 and latest revisions. Materials
shall be compatible with the system specified for the equipment, concrete, etc. Where
a coating system is not specified and safety colors are required, the items shall be
coated with a primer and two coats Glid-Guard Alkyd Industrial Enamel, or equal.
B.
Red: Items listed in ANSI Z53.1, Section 2.1 shall be painted ANSI Red. In general,
these items shall include fire protection equipment and apparatus; danger signs and
locations; and stop bars, buttons or switches. In addition, all hose valves and riser
pipes, fire protection piping and sprinkler systems, and electrical stop switches shall be
painted ANSI Red.
C.
Orange: Items listed in ANSI Z53.1, Section 2.2 shall be painted ANSI Orange. ANSI
Orange shall be used as a basic color for designating dangerous parts of machines or
energized equipment which may cut, crush, shock, or otherwise injure and to
emphasize such hazards when enclosure doors are open or when gear belt or other
guards around moving equipment are open or removed, exposing unguarded hazards.
In addition, moving machinery having a linear or peripheral speed in excess of 10 feet
per minute, which is either inadequately guarded due to physical problems or may be
operated with the guard removed, rims or sprockets, gears, pulleys, etc.; crossheads of
large engines and compressors; and flywheels shall be coated ANSI Orange.
D.
Yellow: Items listed in ANSI Z53.1, Section 2.3 shall be painted ANSI Yellow. Yellow
shall be the basic color for designating caution and for marking physical hazards such
as striking against, stumbling, falling, tripping, and "caught in between". In addition, an
8-inch wide strip on the top and bottom tread of stairways shall be coated.
E.
Green: Items listed in ANSI Z53.1, Section 2.4 shall be painted ANSI Green. Green
shall be the basic color for designating safety and the location of first-aid equipment. In
general, gas masks, first-aid kits, eye wash facilities, and safety deluge showers shall
be coated with ANSI Green.
F.
Blue: Blue shall be used for designating caution, limited to warning against the starting,
the use of, or the movement of equipment under repair or being worked upon.
G.
Purple: Items listed in ANSI Z53.1, Section 2.5 shall be painted ANSI Purple. In
general, atomic sludge density meters shall be coated ANSI Purple.
3.12 WORK IN CONFINED SPACES
A.
The CONTRACTOR shall provide and maintain safe working conditions for all
employees. Fresh air shall be supplied continuously to confined spaces through the
WTP 1A WATER STORAGE TANK
09900-16
combined use of existing openings, forced-draft fans, or by direct air supply to
individual workers. Paint fumes shall be exhausted to the outside from the lowest level
in the contained space.
B.
Electrical fan motors shall be explosion proof if in contact with paint fumes. No
smoking or open fires will be permitted in, or near, confined spaces where painting is
being done.
3.13 CLEANING
A.
The CONTRACTOR shall protect at all times, in areas where painting is being done,
floors, materials of other crafts, equipment, vehicles, fixtures, and finished surfaces
adjacent to paint work. Cover all electrical wall plates, surface hardware, nameplates,
gauge glasses, etc., before start of painting work.
B.
At completion of the work, remove all paint where spilled, splashed, splattered, sprayed
or smeared on all surfaces, including glass, light fixtures, hardware, equipment, painted
and unpainted surfaces.
C.
The buildings and all other work areas shall be at all times kept free from accumulation
of waste material and rubbish caused by the work. At the completion of the painting, all
tools, equipment, scaffolding, surplus materials, and all rubbish around and inside the
buildings shall be removed and the work left broom clean unless otherwise specified.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
09900-17
SECTION 13320 - PRESTRESSED CONCRETE TANK
PART 1 - GENERAL
1.01
THE REQUIREMENT
A.
The Tank Construction Company (TCC) shall provide all labor, material, and equipment
required to construct one prestressed composite above ground storage tank (herein called
tank), each with a cast-in-place concrete membrane floor slab and foundation, a core wall, a
dome roof, and accessories as shown on the Drawings and as specified herein.
B.
Tank shall be used for storage of potable water containing chloramines (ammonia and
chlorine) as the disinfectant. A complete analysis is available from the COUNTY describing
the potable water constituents. Tank shall be suitable for the intended purpose.
C.
The TCC shall be responsible for the structural design of the tank, including but not limited
to: foundation slab, outlet sump, pipe penetrations, and walls. The prestressed concrete
tanks shall in general conform to the "Design and Construction of Circular Wire and StrandWrapped Prestressed Concrete Structures” prepared by ACI committee 372 and AWWA
Specification D110, latest version and the South Florida and local Building Codes.
1.02
SUBMITTALS
A.
The TCC shall submit Shop Drawings, Operation and Maintenance Instructions, and other
information as specified in accordance with Section 01300 – Submittals.
B.
Shop Drawings shall include Structural Drawings, elevations, complete erection, installation,
and adjustment instructions and recommendations. All Drawings shall be signed and sealed
by a Professional Engineer registered in the State of Florida.
C.
The TCC shall submit the following in addition to the requirements specified herein:
1.
Complete record of experience with sources of Engineers, Owners and dates of
construction for no less than ten tanks of comparable size.
2.
Copies of Shotcrete “Nozzle Person” Certificates.
D.
Properly identified and neatly bound calculations, together with ample sketches and
illustrations showing complete details of all required accessories and pipe penetrations shall
be submitted to the ENGINEER for review and acceptance. All design data shall be listed,
and references to the chapter, section, or paragraph of the applicable code(s) shall be noted
at critical steps in the calculations to ascertain conformance thereto. Review by the
ENGINEER shall not relieve the TCC from responsibility for the accuracy and completeness
of its design. Structural calculations shall be reviewed and sealed by a currently registered
Professional Engineer in the State of Florida. Computer printouts shall be substantiated with
manual calculations verifying the accuracy of the outputs.
E.
Copies of the reviewed shop drawings and submitted calculations shall be forwarded by the
TCC to applicable permitting agencies for review and approval. The TCC shall be
responsible for demonstrating the conformance of the design to the Florida Building Code
and all applicable local requirements. The COUNTY or ENGINEER will not be responsible
for additional costs over the Contract price for conforming the design to Code requirements.
WTP 1A WATER STORAGE TANK
13320-1
F.
1.03
A.
1.04
Copies of reviewed and accepted soil density tests by the TCC shall be submitted to the
ENGINEER for review and acceptance.
OPERATION AND MAINTENANCE MANUALS
The TCC shall submit complete operation and maintenance manuals in accordance with the
procedures and requirements set forth in Section 01300 – Submittals.
QUALIFICATIONS
A.
The TCC shall be a specialist in the design and construction of the wire wound circular
prestressed composite tanks with at least five years of experience which shall include the
construction of no less than five prestressed composite tanks of comparable size. The TCC
shall give satisfactory evidence that it has the skill, reliability, and financial stability to build
and guarantee the tanks in accordance with the quality required by these Specifications.
The entire tank, including all portions of the floor, wall, and roof shall be built by the TCC
using its own trained personnel and equipment.
B.
The TCC shall have on its staff a full-time Professional Engineer registered in the State of
Florida with no less than five years experience in design and field construction of circular
prestressed composite tanks and who will be in responsible engineering charge of the work
to be done. All working drawings and design calculations shall carry the seal of such
registered Professional Engineer.
C.
The TCC constructing the tank shall have built completely in its own name in the past five
years, and be presently responsible for, a minimum of five (5) dome-covered prestressed
composite tanks of equal size or larger which meet these Specifications and which are now
giving satisfactory service.
1.05
TCC'S RESPONSIBILITY
A.
The TCC shall guarantee the quality of work and materials entering into its portion of the
Work for a period of five years from date of acceptance of the Work. In case leakage or
other defects appear within the five-year period, the TCC shall promptly make required
repairs at its own expense upon written notice by the COUNTY that such defects have been
found. Leakage through the side walls shall be defined as the appearance of free liquid
showing stream flow on the exterior tank surface, the source of which is from the inside of
the tank. Leakage through the bottom shall be defined as the appearance of water flowing
or dripping from tank foundation system with groundwater below invert elevations.
B.
The TCC shall be totally responsible for the structural integrity of the tank and adherence to
all applicable codes (local and state).
1.06
A.
SITE PREPARATION AND FOUNDATION DESIGN
The CONTRACTOR shall perform site preparation in the area of the tank. Surface
preparation shall be in accordance with project specifications and to the satisfaction of the
Tank Construction Company.
The CONTRACTOR will retain the services of an
independent testing laboratory to perform soil density tests as specified in section 02224- –
Excavation and Backfill for Structures. Test reports will be forwarded to the TCC, the
Engineer, and the COUNTY for review, in accordance with Article 1.02 F. The Tank
Construction Company shall review the submitted test reports and ensure that Soil
preparation is satisfactory to meet their design requirements and design assumptions for
WTP 1A WATER STORAGE TANK
13320-2
strength and serviceability of the tank structure. The TCC shall accept or reject the density
tests reports in writing. In the event that the TCC requires additional soil preparation to meet
the design requirements, the costs of such preparation shall be included in the contract price
and will be at no additional cost to the COUNTY.
B.
A separate geotechnical report is available for information purposes, as noted in Division 2 –
Site Work of the Contract Documents. The report identifies properties below grade, primarily
for use of the tank Design Engineer.
C.
Prior to submitting its bid, the TCC shall examine the site and review the available
geotechnical reports and subsurface information and/or undertake its own soil borings prior
to submitting its bid, taking into consideration all conditions that may affect its Work. The
COUNTY and ENGINEER will not assume responsibility for variations of sub-soil quality or
conditions.
1.07
INSPECTIONS
A.
The TCC shall provide the services of a qualified representative (Special Inspections) who
shall instruct and supervise the TCC's personnel in the construction of the tank. The
qualified representative shall ensure that the construction is in accordance with the structural
shop drawings reviewed and accepted by the COUNTY.
B.
After the construction of the tank and testing, prior to acceptance by the COUNTY, the
qualified representative shall issue a Certificate of Completion stating that the construction
was in conformance with the structural shop drawings. A copy of the Certification of
Completion shall be forwarded to applicable permitting agencies for approval. All costs for
approval by the permitting agencies shall be included in the bid price.
1.08
A.
ACCEPTABLE MANUFACTURERS
Acceptable Tank Construction Companies are Crom Corporation, Precon Corporation or
equal.
PART 2 - MATERIALS
2.01
GENERAL
A. The tanks shall be designed to the following general requirements. Refer to drawings for
pipe penetrations, floor configuration, access details, etc.
DESIGNATION
Capacity, Million Gallon (MG)
Inside diameter, feet
Tank floor elevation, feet (NAVD 88)
Top of wall elevation, feet (NAVD 88)
Elevation of top of dome, feet (NAVD 88)
Design water level in tank, feet (NAVD 88)
Maximum water level in tank, feet (NAVD 88)
WTP 1A WATER
STORAGE TANK
1.0
75
6.0
40.6
48.1
40.6
40.9
WTP 1A WATER STORAGE TANK
13320-3
B. The circular tanks shall be constructed of composite steel-shotcrete; wire wound prestressed
construction as specified herein. The wire-prestressed composite wall shall consist of a
shotcrete cover wall encasing a steel diaphragm continuous the full wall height.
C.
Dimensions and structural details shown on contract drawings are minimum requirements.
The TCC shall provide whatever additional thicknesses, reinforcing, etc., to meet code and
structural requirements.
D.
Each entire tank, including all portions of the floor, wall, and roof, shall be built by the TCC
using its own trained personnel and equipment.
2.02
A.
DESIGN CRITERIA
Shotcrete:
f'g shall be equal to or greater than 4000 psi at 28 days
fci shall be equal to or less than 0.55 fci at winding
B.
Prestress Wire:
fs, wall = 115,000 psi
fs, dome ring = 120,000 psi
fsi = 145,600 psi or no greater than 0.70 f's
f's shall be equal to or greater than 231,000 psi
C.
Wind Load: 170 mph per Florida Building Code FBC, latest revision and ASCE7-98.
D.
Roof Live Load: Minimum specified by the Florida Building Code.
E.
If requested, the TCC shall furnish certified statements from an approved testing laboratory
for wire used. Concrete and shotcrete testing requirements shall be as specified herein.
2.03
CONCRETE
A.
As specified in Section 03300 – Cast-in-Place-Concrete.
2.04
REINFORCING STEEL (Other Than Prestressing Wire)
A.
As specified in Section 03200 – Concrete Reinforcement.
B.
Reinforcing steel shall have minimum yield strength (fy) of 60,000 psi.
C.
Reinforcing steel shall have an allowable tensile stress of 18,000 psi.
2.05
A.
MESH REINFORCEMENT
The wire mesh used shall be electrically welded and shall comply with ASTM Designation A
185 (latest revision), not galvanized.
WTP 1A WATER STORAGE TANK
13320-4
2.06
PRESTRESSING WIRE
A.
Wire size shall have a minimum diameter of 0.162 inches for 8 gauge and 0.192 inches for 6
gauge but shall not exceed 0.250 inches, for either gauge wire.
B.
Prestressing wire shall comply with the latest revision of ASTM A 821 Type B and shall have
a minimum ultimate tensile strength (f's) of 231,000 psi or greater for 8 gauge and a
minimum ultimate tensile strength of 222,000 psi or greater for 6 gauge.
2.07
SHOTCRETE
A.
The TCC shall submit detailed information regarding the proportions and preparation of the
shotcrete to the ENGINEER at least seven days before the material is to be used. The
shotcrete shall be so proportioned as to be sound, dense, waterproof, and durable.
B.
Fine Aggregates (Sand):
C.
D.
E.
1.
Saturated, surface dry, hard, dense, uncoated rock fragments free from injurious
amounts of foreign or deleterious substances as specified in Section 03300 – Castin-Place-Concrete.
2.
Fineness Modulus for Sand: Range from 2.40 to 3.00 with maximum particle size of
1/4 inch.
3.
Maintain sand at 3 to 6 percent moisture content; dampen or dry with sand dryers if
necessary.
4.
Gradation:
Sieve Size
Percent Passing by Weight
No. 4
97-100
No. 8
90-98
No. 16
70-85
No. 30
35-55
No. 50
12-25
No. 100
2-8
Screen sand for finish coat to produce uniform dense surface in texture and appearance.
The mortar shall have the following minimum compressive strengths:
7 Days
28 Days
Individual minimums
2400 psi
4000 psi
Average minimums
3000 psi
5000 psi
The mortar shall have the following allowable compressive stress (fg):
1250 + 75t with 0.45 f'g maximum
where t = thickness of the core wall
WTP 1A WATER STORAGE TANK
13320-5
F.
The mortar shall have the following allowable compressive stress due to initial prestressing
(fgi):
0.5 f'gi or less, with a maximum of
2,250 psi (where f'gi is defined as compressive strength at the time when the initial
prestressing force is applied).
G. Shotcrete shall be tested in accordance with Section 03300, 1.06 A and B.
2.08
TANK FLOOR AND FOUNDATION
A.
The 8-inch thick concrete tank floor and foundation shall be constructed as a membrane
floor slab conforming to Section 03300 – Cast-in-Place Concrete and other applicable
sections of these Contract Documents. Concrete membrane floors shall be thickened to a
minimum of 8 inches over all pipe encasements and around sumps. Reinforcement shall
extend continuously into the floor slab.
B.
The tank floor slab shall be reinforced concrete construction, minimum 4-inch thickness,
containing no less than 0.60 percent reinforcing steel in each orthogonal direction.
Reinforcement shall extend a minimum of 2 feet into the adjacent floor slab. The Tank
Construction Company shall be responsible for design and shall provide a sufficiently thick
reinforced floor slab, including the foundation slab beneath the walls for the vertical loading.
The floor slab shall be capable of transferring loads from the wall, so that the load applied to
the soil is as recommended in the geotechnical report.
C.
A sliding water stop shall be used in the floor-wall joint. Load, shear, and deflection data to
support shear and deflection must be included in the calculations for the base of the wall.
Tests must have been generated for the particular water stop configuration proposed.
Maximum allowable foundation bearing pressure shall be selected as a result of a review of
the available soils information and tests conducted by the TCC, but in no case shall be
greater than 3200 psf.
D.
All below grade piping that falls within the foot print of the foundation slab shall be encased
in reinforced concrete as shown on the Drawings.
E.
Floors shall be vibratory screeded to affect consolidation of concrete and proper
encasement of floor reinforcing steel.
F.
Floors shall be continuously water cured utilizing potable water until tank construction is
completed.
G. Differential Settlement: 1.25-inches.
H.
2.09
A.
Total Settlement: 2.50-inches.
CORE WALL
The core wall shall be constructed of shotcrete placed in accordance with standard
practices. A description of shotcrete practice is contained in ACI 506R, "Guide to Shotcrete."
Core wall thickness at the top of the tank shall be not less than 3-1/2 inches. Base-of-wall
thickness shall be determined by design calculations to resist the initial compressive
stresses of the prestressing wire, backfill, and other applicable loads. The wall may taper
uniformly on the outside face from top to bottom as required by design computations.
Horizontal sections of the wall shall form true circles without flats, excessive bumps, or
WTP 1A WATER STORAGE TANK
13320-6
hollows. All prestressing shall be done with high tensile wire, permanently bound to the tank
wall in which a substantial allowance shall be made for loss of prestress due to shrinkage
and plastic flow in the shotcrete and to relaxation in the steel.
2.10
A.
2.11
STEEL SHELL DIAPHRAGM
A 26 gauge full height steel tank shell shall, complying with ASTM A 366 (latest revision) for
Commercial Quality Cold Rolled Steel, shall be used throughout the core wall providing a
positive waterstop. A shotcrete coat, not less than one-inch thick, shall cover and protect the
steel shell diaphragm at all places. The steel shell shall be so formed and erected that a
strong mechanical key between shotcrete and shell will be created. The sheets of steel
diaphragm shall be continuous from top to bottom of wall. Only vertical joints will be
permitted.
DOME ROOF
A.
The dome roof shall be a circumferentially prestressed free-span dome of concrete or
shotcrete construction with a minimum thickness of three inches and a minimum of 0.25
percent reinforcing steel in each orthogonal direction.
B.
Dome shell reinforcement shall consist of reinforcing steel bars or welded wire fabric
meeting ASTM A-185, not galvanized. Bolsters for wire fabric and reinforcing bars shall be
plastic tipped. Wire ties shall be galvanized.
C.
The dome shell shall be designed as a free span, spherical thin shell, with a one-tenth rise.
The dome ring girder shall be prestressed with sufficient wire to withstand the dome dead
load and design live loads. The ring girder shall have a cross section suitable to accept the
applied prestressing forces. All surfaces in the wall/dome ring girder joint shall be coated
with an approved bonding epoxy.
D.
Overflow outlets shall be installed on the dome roof in such numbers as will provide an
overflow open area three times the area of the largest tank pipe.
2.12
OPENINGS AND PENETRATIONS
A.
Except for maintenance access structures, other openings or penetrations shall not be
permitted.
B.
Pipe penetrations shall be through floor slab and under footings.
2.13
A.
VERTICAL REINFORCING
Vertical reinforcing to compensate for shrinkage, temperature, and vertical bending
moments in the core wall shall be as follows:
Inside face -
A 26 gauge steel shell diaphragm continuous the full wall height
without horizontal splices. Additional vertical and horizontal
reinforcing steel bars as required by design computations.
Outside face -
Vertical reinforcing steel: minimum of #4 bars at 12 inches center to
center. Additional vertical and horizontal reinforcing steel bars as
required by design computations.
WTP 1A WATER STORAGE TANK
13320-7
PART 3 - INSTALLATION
3.01
A.
3.02
CONCRETE WORK
The formwork, mixing, placement, finishing, etc., for concrete Work shall be as specified
under applicable Sections of these Specifications.
STEEL DIAPHRAGM
A.
The diaphragm shall be erected plumb and securely anchored and aligned to serve as a
shooting form for the shotcrete mortar.
B.
No holes, including nailholes, shall be made for any purpose, including the purpose of
erection, before, during, or subsequent to erection, except for those required for inserting
pipe sleeves, reinforcing steel, bolts, or other special appurtenances. Such penetration shall
be sealed with an approved epoxy sealant. The diaphragm shall be interlocked, lapped, and
completely sealed with an approved epoxy bonding material.
C.
All vertical joints shall be sealed water tight by epoxy injection. This epoxy injection shall be
carried out from bottom of the wall to top of wall, using a pressure pumping procedure, after
the steel shell has been fully encased, inside and outside, with shotcrete. The epoxy sealant
shall be suitable for bonding to concrete, shotcrete, and steel. The sealant shall conform to
the requirements of ASTM C 881, Type III, Grade 1, and shall be a 100 percent solids,
moisture insensitive, low modulus epoxy system. When pumped, maximum viscosity of the
epoxy shall be 10 poises at 77 degrees Fahrenheit.
D.
The diaphragm and the epoxy injection procedure must have demonstrated suitability
through successful use in the five-tanks required in the TCC’s experience record. The final
determination of suitability shall be determined solely by the ENGINEER.
E.
As an alternate, vertical joints may be sealed using a mechanical crimper. The crimper shall
have demonstrated successful use in at least ten comparable tanks.
F.
Maximum dimension tolerances for core wall construction (including diaphragm as
applicable) shall be as follows:
3.03
A.
Thickness:
+/- 1/4 inch
Height:
1/4 inch in 100 feet not to exceed a total of 1/2 inch
Out-of-plumb:
Out-of-round:
1/4 inch in 10 feet of height
+/- 1 inch per 100 feet diameter
PLACING SHOTCRETE
All shorcrete shall be applied by or under direct supervision of experienced “nozzle person”
certified by the American Concrete Institute (ACI) as outlined in ACI certification publication
CP-60. Shotcrete “nozzle person” shall provide proof of current certification in accordance
with ACI certification publication CP60, "Certification of Shotcrete Nozzlemen." The nozzle
shall be held at such a distance and position that the stream of flowing material shall be
nearly perpendicular as practicable to the surface being covered. Any rebound or overspray
or sags shall be immediately cut out and replaced with proper material.
WTP 1A WATER STORAGE TANK
13320-8
B.
The velocity of the material at impact shall be uniform and such as to produce a minimum
rebound of sand and fully encase resteel. No shotcrete shall be placed when the
temperature is below 40 degrees Fahrenheit or when other weather conditions are
unfavorable. The surface to which shotcrete is applied shall be free from frost.
C.
At the end of each day's Work, or similar stoppage period, the shotcrete shall be cut off as
square as possible. Before resuming shooting, these exposed portions shall be thoroughly
cleaned and wetted by means of air and water blast. Should the strengths of shotcrete
shown by the test specimens made and tested in accordance with the above provisions fall
below the values given, the ENGINEER shall have the right to require changes in the
shotcrete mix for 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 failing
test specimens. In the event that such additional curing does not give the strength required,
as evidenced by core and/or other 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 TCC shall have no claim for reimbursement for the required
corrective measures.
3.04
CURING CONCRETE AND SHOTCRETE
A.
The TCC shall be responsible for the curing of all concrete masonry and shotcrete. Curing
shall include protection such that the temperature at the surface does not fall below 50
degrees Fahrenheit and such that there is no loss of moisture from the surface for a period
of seven days, where normal portland cement is used.
B.
If low temperatures are anticipated, the TCC shall submit, for the approval of the
ENGINEER, the method he proposes to use for protecting the concrete and shotcrete
against low temperatures prior to placing.
3.05
A.
HORIZONTAL PRESTRESSING
Circumferential prestressing of the tank walls shall be accomplished by applying
continuously and uniformly a prestressing steel wire to the core wall in a helix of such pitch
as to provide an initial predetermined force and unit compressive stress in the core wall per
lineal foot of height equivalent to that derivable from the Drawings. Splicing of the wire shall
be permitted only when terminating an application of one complete coil of wire or in the event
a defective section of wire must be removed during application. A machine shall be used for
applying the wire, capable of continuously inducing a uniform initial force in the wire as it is
laid on the tank wall.
Force in the wire shall be induced by methods not dependent on cold working or re-drawing
the wire. Only the aggregate force of all stressed wires per foot shall be considered rather
than the force per individual wire. No circumferential movement of the wire along the tank
wall will be permitted during or after stressing of the wire.
WTP 1A WATER STORAGE TANK
13320-9
The steel wire bands on the core wall and dome ring shall be so placed that the prestress
"working force" per foot of wall height shall exceed the hydraulic ring tension forces by not
less than five percent. The "work force" shall be defined as the force determined by
multiplying the area of steel wire by the unit wire stress after an allowance for losses of
20,000 psi has been made from the initial unit wire stresses. Such initial unit wire stress
readings shall be made the same day the wire is placed, or if made later and after some
stress losses have already occurred due to creep of wire, plastic flow, and shrinkage of core
wall, allowances shall be made for such losses. The clear space between adjacent wires is
to be no less than one wire diameter.
B.
No prestressing wire shall be installed until the concrete or shotcrete mortar core wall has
been shown by test to have attained 75 percent of the 28-day compressive strength
hereinbefore specified. No prestressing wire shall be applied when weather conditions are
unfavorable.
C.
Where more than one layer of wire is required, underlayers shall be covered with shotcrete
of sufficient thickness to provide approximately 1/8-inch cover over the wire.
D.
Attention is directed to the fact that prestressing wire is susceptible to failure through
corrosion. Extreme care shall be used to protect the wire against leakage of water both from
within and without the tank.
3.06
STRESS MEASUREMENT
A.
The TCC, at its own expense, shall furnish special equipment at the construction site
capable of measuring the stress in the wire after it is placed on the tank wall. This
stress-measuring equipment shall consist of an electronic direct-reading stressometer
accurate to within two percent, complete with calibrated dynamometers and a test stand to
verify the accuracy of the stressometer from time to time if necessary. The initial tension in
each wire shall be recorded.
3.07
A.
EXTERIOR COVERCOAT
After circumferential prestressing wires have been placed by a wire winding machine, they
shall be covered with shotcrete that will provide a minimum thickness over the wire of 1inch. The shotcrete encasement shall completely encapsulate each wire and permanently
bond the wire to the tank wall. When more than one layer of wire is required, under layers
shall be covered with shotcrete of sufficient thickness to provide approximately 1/8-inch
cover between layers.
3.08
WALL OPENINGS
A.
B.
C.
At all openings through the sidewalls, the wires shall be placed equally above and below the
opening. The displaced wires will be added to those for a foot or two above and below the
opening, leaving an entire strip around the tank which is unbanded. Such unbanded strip
shall be no more than 36 inches high.
An axi-symmetric finite element shell analysis will be required for unbanded wall spaces
having a vertical dimension greater than 36 inches.
All pipe sleeves passing through the wall shall be sealed to the steel shell diaphragm by
epoxy injection.
WTP 1A WATER STORAGE TANK
13320-10
3.09
A.
TANK ACCESSORIES
Tank accessories shall be furnished by the TCC as shown on the Drawings and specified
herein.
1.
Access Hatches
Access Hatches shall be provided as shown on the Drawings. Access hatches shall
consist of stainless steel wall thimbles to be embedded into the prestressed tank
wall. Covers for access hatches shall be made of 1/4” – inch thick (minimum)
aluminum. Stiffeners shall be provided to prevent warping and bending of hatch
cover. The hatch shall be completely sealed for entry of insects. All hinges, hasps
and fasteners shall be Type 316 Stainless Steel.
2.
Piping
Piping shall conform to the requirements set forth in Division 15 – Mechanical of
these Contract Documents and as shown on the Drawings.
3.
Exterior Ladder
An exterior ladder, safety climbing device, and ladder cage with lockable security
door shall be provided as shown on the Drawings. All tubular ladder material shall
be made of nominal diameter schedule 40 aluminum pipe 6061-T6. Plates and
gussets shall be structural grade aluminum 6061-T6.
4.
Interior Ladder, Roof Hatch Cover, and Roof Ventilator
Interior ladder with safety climbing device, roof hatch cover, and roof ventilator shall
be provided as shown on the Drawings.
5.
Miscellaneous Metals
All miscellaneous metals framing into the tank structure including brackets,
fasteners, plates, angles, flanges, etc., shall be furnished and installed by the TCC.
All fasteners shall be Type 316 Stainless Steel. Miscellaneous metals shall be in
conformance to with requirements set forth in Division 5 – Metals of these Contract
Documents.
3.10
A.
TESTING
Leakage tests shall be of a seven-day period and shall be as specified in Section 02667 –
Hydraulic Structures Testing of these documents.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
13320-11
SECTION 15000 – PIPING, GENERAL
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish and install all piping systems shown and specified, in
accordance with the requirements of the Contract Documents. Each system shall be
complete with all necessary fittings, hangers, supports, anchors, expansion joints,
flexible connectors, valves, accessories, lining and coating, testing, disinfection,
excavation, and backfill, to provide a functional installation.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 – Submittals
B.
Section 02222 – Excavation and Backfill for Utilities
C.
Section 03300 – Cast-In-Place Concrete
D.
Section 05500 – Metal Fabrications
E.
Section 09900 –Painting
F.
Section 15030 – Piping and Equipment Identification Systems
G.
Section 15995 – Pipeline Testing and Disinfection
1.03
A.
1.04
A.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Commercial Standards
1.
ANSI B16.1
Cast Iron Pipe Flanges and Flanged Fittings, Class 125.
2.
ANSI B16.5
Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and
other
Special Alloys.
3.
ASTM A 307
Specification for Carbon Steel Externally Threaded Standard
Fasteners.
4.
ASTM A 325
Specification for High Strength Bolts for Structural Steel
Joints.
5.
ASTM D 792
Test Methods for Specific Gravity and Density of Plastics by
Displacement.
CONTRACTOR SUBMITTALS
The CONTRACTOR shall submit complete shop drawings and certificates, test reports,
affidavits of compliance, of all piping systems, in accordance with the requirements in
the Section 01300, Submittals, and as specified in the individual piping sections.
WTP 1A WATER STORAGE TANK
15000-1
B.
Each shop drawing submittal shall be complete in all aspects incorporating all
information and data listed herein and all additional information required to evaluate the
proposed piping material's compliance with the Contract Documents. Partial or
incomplete submissions will be returned to the CONTRACTOR without review.
C.
Data to be submitted shall include, but not be limited to:
D.
1.
Catalog Data consisting of specifications, illustrations and a parts schedule that
identifies the materials to be used for the various piping components and
accessories. The illustrations shall be in sufficient detail to serve as a guide for
assembly and disassembly.
2.
Complete layout and installation drawings with clearly marked dimensions and
elevations. Piece numbers which are coordinated with the tabulated pipe layout
schedule shall be clearly marked. Piping layout drawings shall indicate the
following additional information; pipe supports, location, support type, hanger rod
size, insert type and the load on the hanger in pounds.
3.
Weight of all component parts.
4.
Design calculations when requested.
5.
Tabulated pipe layout schedule, which shall include the following information for all
pipe and fittings: service, pipe size, working pressure, wall thickness and piece
number and coating.
Certifications
1.
E.
1.05
A.
All expenses incurred in making samples for certification of tests shall be borne by the
CONTRACTOR.
QUALITY ASSURANCE
Tests
1.
B.
Prior to installation, the CONTRACTOR shall furnish an Affidavit of Compliance
certified by the pipe manufacturer that the pipe, fittings and specials furnished
under this Contract comply with all applicable provisions of AWWA and these
specifications. No pipe or fittings will be accepted for use in the Work on this
project until the affidavits have been submitted and accepted in accordance with
Section 01300, Submittals.
Except where otherwise specified, all materials used in the manufacture of the
pipe shall be tested in accordance with the applicable Specifications and
Standards.
Welding Requirements
1.
All welding procedures used to fabricate pipe shall be prequalified under the
provisions of ANSI/AWS D1.1. Welding procedures shall be required for, but not
necessarily limited to, longitudinal and girth or spiral welds for pipe cylinders,
WTP 1A WATER STORAGE TANK
15000-2
spigot and bell ring attachments, reinforcing plates and ring flange welds, and
plates for lug connections.
C.
Welder Qualifications
1.
1.06
A.
1.07
A.
1.08
A.
All welding shall be done by skilled welders, welding operators, and tackers who
have had adequate experience in the methods and materials to be used. Welders
shall be qualified under the provisions of ANSI/AWS D1.1 by an independent local,
acceptable testing agency not more than 12 months prior to commencing work.
Machines and electrodes similar to those used in the Work shall be used in
qualification tests. The CONTRACTOR shall furnish all material and bear the
expense of qualifying welders. Furnish welder's qualification papers to the
ENGINEER.
MANUFACTURER'S SERVICE REPRESENTATIVE
Where the assistance of a manufacturer's service representative is advisable, in order to
obtain correct pipe joints, supports, or special connections, the CONTRACTOR shall
furnish such assistance at no additional cost to the COUNTY.
MATERIAL DELIVERY, STORAGE, AND PROTECTION
All piping materials, fittings, valves, and accessories shall be delivered in a clean and
undamaged condition and stored off the ground, to provide protection against oxidation
caused by ground contact. All defective or damaged materials shall be replaced with
new materials.
CLEANUP
After completion of the work, all remaining pipe cuttings, joining and wrapping materials,
and other scattered debris, shall be removed from the site. The entire piping system
shall be handed over in a clean and functional condition.
PART 2 -- PRODUCTS
2.01
GENERAL
A.
All pipes, fittings, and appurtenances shall be installed in accordance with the
requirements of the applicable Sections of Division 2 – Site Work and Division 15 Mechanical and furnished as specified herein.
B.
Pipe Supports
1.
C.
All pipes shall be adequately supported in accordance with the requirements of
Section 15020, Pipe Supports, and as shown on the Drawings.
Lining
1.
All requirements pertaining to thickness, application, and curing of pipe lining, shall
be in accordance with the requirements of the applicable Sections of Division 15,
unless otherwise specified.
WTP 1A WATER STORAGE TANK
15000-3
D.
Coating
1.
E.
Pressure Rating:
1.
2.02
A.
B.
Flanges
1.
Cast or Ductile Iron flanges shall conform to either ANSI/AWWA C115/21.15 or
ANSI B16.1 125-lb class. Flanges shall have flat faces and shall be attached with
bolt holes straddling the vertical axis of the pipe unless otherwise shown.
Attachment of the flanges to the pipe shall conform to the applicable requirements
of ANSI/AWWA 115/21.15. Flanges for miscellaneous small pipes shall be in
accordance with the standards specified for these pipes.
2.
Forged steel flanges shall be ASTM A 181, Grade 1, slip on or welding neck,
faced and drilled 150-lb class, flat faced, ANSI B16.5 Standard.
Blind Flanges
Blind flanges shall be in accordance with ANSI/AWWA C207, or with the
standards for miscellaneous small pipes. All blind flanges for pipe sizes 12-inches
and over shall be provided with lifting eyes in the form of welded or threaded eye
bolts.
Flange Coating
1.
D.
All piping system shall be designed for the rated working pressure, listed in the
piping schedule.
PIPE FLANGES
1.
C.
All requirements pertaining to thickness, application, and curing of pipe coating,
are in accordance with the requirements of the applicable Sections of Division 15,
unless otherwise specified. Pipes above ground or in structures shall be
field-painted in accordance with Section 09900, Painting.
All machined faces of metal blind flanges and pipe flanges shall be coated with a
temporary rust-inhibitive coating to protect the metal until the installation is
completed.
Flange Bolts
1.
If studs are required, they shall be in accordance with ASTM A 307, Grade B, with
heavy hex nuts. Machine bolts shall normally be used on all flanged connections.
If studs are required, they shall extend through the nuts a minimum of 1/4-inch. All
bolts and nuts shall conform to Section entitled “Metal Fastening”.
2.
Use ASTM A307, Grade B hex head bolts and ASTM A563 Grade A heavy hex
head nuts.
WTP 1A WATER STORAGE TANK
15000-4
E.
F.
2.03
A.
Flange Gaskets
1.
Gaskets for flanged joints shall be of materials as specified in piping sections.
Blind flanges shall have gaskets covering the entire inside face of the blind flange
and shall be cemented to the blind flange. Ring gaskets shall not be permitted.
2.
Gaskets for steel 150-lb flanges shall be 1/8-inch thick cloth inserted rubber or
black neoprene flat ring type meeting the requirements of ANSI B16.21 and
AWWA C207.
3.
Gaskets for working pressure above 250 psi shall be aramid composite type
gaskets. Minimum thickness shall be 1/16- inch for pipe diameter up to and
including 10-inch. Minimum thickness for pipe diameters 12-inch and above shall
be 1/8-inch.
Flange Gasket Suppliers shall be the following, or equal:
1.
John Crane
2.
Garlock
3.
or equal.
GROOVED COUPLINGS
General
1.
B.
C.
Grooved pipe couplings shall be provided where shown on the Drawings. Buried
or submerged couplings shall have Type 316 stainless steel bolts and nuts
conforming to the requirements of Section entitled “Metal Fastening”.
Coatings
1.
Aboveground: Factory coated enamel.
2.
Buried: Two coats of coal tar epoxy (3 mils DFT each coat).
Steel Pipe Couplings:
1.
Suppliers shall be the following, or equal:
a.
2.
D.
Victaulic Style 77 (grooved)
Gaskets: Shall be Grade “E”, Ethylene Propylene Diene Monomer (EPDM)
Suppliers for Ductile Iron Pipe Couplings shall be the following, or equal:
1.
Victaulic Style 31.
Note: Ductile Iron Pipe Couplings shall be furnished with Grade M halogenated butyl.
E.
Suppliers for PVC Pipe Couplings shall be the following, or equal:
WTP 1A WATER STORAGE TANK
15000-5
1.
Victaulic Style 775.
Note: PVC pipe couplings shall be furnished with grade E EPDM gaskets.
2.04
MECHANICAL COUPLINGS
A.
Construction
1.
Mechanical couplings shall be provided where shown on the drawings, and shall be of
similar material as the pipe, without pipe stop, and shall be of sizes to fit the pipe and
fittings shown. The middle ring shall be not less than 1/4-inch in thickness and shall be
either 5 or 7-inches long for standard steel couplings, and 16-inches long for long-sleeve
couplings. The followers shall be single-piece contoured mill section welded and
cold-expanded as required for the middle rings. They shall be of sufficient strength to
accommodate the number of bolts necessary to obtain adequate gasket pressures
without excessive rolling. The shape of the follower shall be of such design as to
provide positive confinement of the gasket. Bolts and nuts shall conform to the
requirements of Section 05500, Metal Fabrications.
B.
Gaskets
1.
2.
Gaskets for mechanical couplings shall be rubber-compound material that will not
deteriorate from age or exposure to air under normal storage or use conditions.
The rubber in the gasket shall meet the following specifications:
a.
Color - Jet Black.
b.
Surface - Nonblooming.
c.
Durometer Hardness - 74 + 5.
d.
Tensile Strength - 1000 psi Minimum.
e.
Elongation - 175 percent Minimum.
The gaskets shall be immune to attack by the material which is being transported.
C.
Bolts, nuts and washers shall be ASTM A193, Grade B7 for above-ground applications.
Buried applications shall use 316 stainless steel hardware.
D.
Coatings:
1.
E.
Couplings shall be shop primed with a primer compatible with the painting system
specified in the Section entitled “Painting”.
Harnessing:
1.
Where harnesses are required for Mechanical couplings, they shall be in
accordance with the requirements of the appropriate reference standard, or as
shown.
WTP 1A WATER STORAGE TANK
15000-6
F.
2.06
Supplier shall be the following, or equal:
1.
Rockwell (Smith-Blair), Style 411.
2.
Dresser, Style 38.
3.
Ford Meter Box Co., Inc., Style FC1 or FC3.
FLANGED COUPLING ADAPTERS
A.
All flanged coupling adapters, 12-inches in diameter and smaller, except as otherwise
acceptable to the ENGINEER, shall be locking type flanged adapters.
B.
C.
Pressure and service shall be the same as connected piping.
Materials shall be cast iron pipes up to 12-inch diameter and high strength steel for pipes
larger than 12-inch diameter.
D.
Flanged adapters shall be shop primed with a premium quality primer compatible with
the paint system specified in Section 09900, Painting.
E.
Bolts and nuts shall be alloy steel, corrosion-resistant and prime coated.
F.
Flanged coupling adapters larger than 12-inches in diameter shall be harnessed by tying
the adapter to the nearest pipe joint flange using tie rods and rod tabs.
G.
Flanged coupling adapters shall be as manufactured by Dresser Industries, Style 127 or
128, Smith Blair Corporation, or equal.
H.
Provided harnessing of flanged adapters where identified on the Drawings.
2.07
A.
SLEEVES
Pipe sleeves shall be provided where shown on the Drawings. All PVC pipe passing
through cast-in-place concrete walls or slabs shall be provided with a sleeve whether or
not shown on the Drawings.
B. Except for core drilled holes in existing concrete, sleeves shall be equipped with a
waterstop centered in the wall penetration.
C.
As a minimum, sleeves shall be of the same material as the pipe passing through it.
D.
Sleeves shall be of sufficient size to pass the pipe and any required coverings of the
pipe and shall extend two (2) inches above finished floor.
E.
Sleeves shall be caulked with a fire retardant caulking compound at fire walls and a gas
tight compound at gas tight walls.
F.
All sleeves penetrating water/wastewater tanks or wet wells and all below grade walls or
floors shall be provided with penetration seals, "Link Seal" as manufactured by
Thunderline Corporation, or equal. Penetration seals shall be covered with a two part
polysulfide sealant on the earth or wet side of the sleeve and penetration seal as shown
on the Drawings.
WTP 1A WATER STORAGE TANK
15000-7
G. All sleeves in building interiors shall be sealed with foam sealant and caulking as shown
on the Drawings.
2.08
A.
2.09
SOLID SLEEVE COUPLINGS
Solid sleeve couplings shall be used to connect buried service piping where shown on
the Drawings. Solid sleeves shall be ductile iron, long pattern body and shall conform to
the requirements of AWWA C153 for pipe up to 24 inches in diameter. Unless otherwise
shown or specified, solid sleeve couplings shall be American Cast Iron Pipe Co., or
equal. Sleeves shall be mechanical joint with restraint provided by external mechanical
joint restraints such as MEGALUG Series 1100 by EBAA, Iron or equal.
UNIONS
A.
For ductile iron, carbon steel and grey cast iron pipes assembled with threaded joints
and malleable iron fittings, unions shall conform to ANSI B16.39.
B.
For copper piping, unions shall have ground joints and conform to ANSI B16.18.
C.
For PVC and CPVC piping, unions shall be socket weld type with Viton O-ring or equal.
2.10
A.
2.11
A.
WALL PIPES
Where wall sleeves or wall pipes occur in walls that are continuously wet on one or both
sides, they shall have water stop flanges at the center of the casting or as shown on the
Drawings. Ends of wall pipes shall be flange, mechanical joint, plain end, or bell as
shown on the Drawings, or as required for connection to the piping. Wall pipes shall be
of the same material as the piping that they are connected to. If welded waterstop
flanges are employed, welds shall be 360 degree continuous on both sides of flange.
Unless otherwise shown on the Drawings, waterstop flanges shall conform to the
minimum dimensions shown below:
Pipe
Size
4" - 12"
Waterstop
Flange Diameter
OD + 3.10"
Waterstop
Flange Thickness
0.50"
14" - 24"
OD + 4.15"
0.75"
VENT AND DRAIN VALVES
For liquid pipelines, the CONTRACTOR shall install drain valves and vent valves,
whether shown on the Drawings or not, at the low points and high points, respectively.
PART 3 -- EXECUTION
3.01
A.
GENERAL
The CONTRACTOR shall furnish all labor, tools, materials, and equipment necessary for
installation and jointing of the pipe. All piping shall be installed in accordance with the
Drawings in a neat manner and shall be set for accurate line and elevation. All piping
shall be thoroughly cleaned before installation, and care shall be taken to keep the
piping clean throughout the installation.
WTP 1A WATER STORAGE TANK
15000-8
B.
Before setting wall sleeves, pipes, castings and pipes to be cast in place, the
CONTRACTOR shall check the Drawings and equipment manufacturer's drawings,
which may have a direct bearing on the pipe locations. The CONTRACTOR shall verify
existing piping tie-in connections and verify size, type, and location before fabricating
new piping assemblies.
C.
Piping shall be attached to pumps, valves, equipment, etc., in accordance with the
respective manufacturers' recommendations.
This includes the use of flexible
connectors as required.
D.
For piping assembled with threaded, solvent cemented, welded or soldered joints, liberal
use of unions shall be made. Unions shall be provided close to main pieces of
equipment and in branch lines to permit ready dismantling of piping without disturbing
main pipelines or adjacent branch lines. A minimum of one union per straight run of pipe
between fitting and/or valves with multiple lengths of pipe shall be used.
E.
All changes in directions or elevations shall be made with fittings, unless otherwise
shown.
3.02
SHIPPING, HANDLING AND STORAGE
A.
Special care in handling shall be exercised during delivery, distribution and storage of
pipe to avoid damage and setting up stresses. Damaged pipe will be rejected and shall
be replaced at the CONTRACTOR’s expense. Pipe and specials stored prior to use
shall be stored in such a manner as to keep the interior free from dirt and foreign matter.
B.
No pipe shall be dropped from cars or trucks to the ground. All pipe shall be carefully
lowered to the ground by mechanical means. In shipping, pipe and fittings shall be
blocked in such manner as to prevent damage to castings or lining. Any broken or
chipped lining shall be carefully patched. Where it is impossible to repair broken or
damaged lining in pipe because of its size, the pipe shall be rejected as unfit for use.
C.
All mechanical joint pipe shall be laid with 1/8-inch space between the spigot and
shoulder of pocket.
D.
CONTRACTOR shall protect all susceptible materials from UV degradation.
3.03
LAYING PIPE
A.
Proper and suitable tools and appliances for the safe convenient handling and laying of
pipe shall be used and shall, in general, agree with manufacturer's recommendations.
At the time of laying, the pipe shall be examined carefully for defects, and should any
pipe be discovered to be defective after being laid, it shall be removed and replaced with
sound pipe by the CONTRACTOR at its expense.
B.
The CONTRACTOR shall perform all earthwork including excavation, backfill, bedding,
compaction, sheeting, shoring and bracing, dewatering and grading in accordance with
Section 02222, Excavation and Backfill for Utilities.
WTP 1A WATER STORAGE TANK
15000-9
C.
Upon satisfactory excavation of the pipe trench and completion of the pipe bedding, a
continuous trough for the pipe barrel and recesses for the pipe bells, or couplings, shall
be excavated by hand digging. When the pipe is laid in the prepared trench, true to line
and grade, the pipe barrel shall receive continuous, uniform support and no pressure
shall be exerted on the pipe joints from the trench bottom.
D.
All piping 3-inches and larger shall be provided with two 4-foot-lengths of pipe for the
first two joints outside a building or tank wall unless a greater number of joints is shown
on the Drawings.
E.
Pipe shall be installed in accordance with the manufacturer's recommendation. Before
being lowered into the trench, the pipes and accessories shall be carefully examined and
the interior of the pipes shall be thoroughly cleaned of all foreign matter and other
acceptable methods. At the close of each workday and during suspension of work for
any reason at any time, a suitable stopper shall be placed in the end of the pipe last laid
to prevent mud or other foreign material from entering the pipe.
F.
Lines shall be laid straight and depth of cover shall be maintained uniform with respect
to finish grade, whether grading is completed or proposed at time of pipe installation.
Where a grade or slope is shown on the Drawings, the CONTRACTOR shall use laser
based surveying instruments to maintain alignment and grade. At least one elevation
shot shall be taken on each length of pipe and recorded. No abrupt changes in direction
or grade will be allowed.
G. After pipe has been laid, inspected and found satisfactory, sufficient backfill shall be
placed along the pipe barrel to hold the pipe securely in place during the conduction of
the hydrostatic test. No backfill shall be placed over the joints until the hydrostatic tests
are satisfactorily completed, leaving the exposed to view for the detection of visible
leaks. Upon satisfactory completion of the hydrostatic test, backfilling of the trench shall
be completed. Pipe trenches may be backfilled prior to hydrostatic testing subject to the
permission of the ENGINEER.
H.
3.04
A.
All underground piping and fittings shall use restrained joints.
FLANGED JOINTS
Flanged joints shall be made up with full face gaskets as specified in the piping
paragraphs. Flange faces shall have a uniform bearing on the gaskets. Flanges shall be
drawn together uniformly until the joint is tight. No washers shall be permitted for the
bolt and nut assemblies. The length of the bolts shall be uniform and in accordance with
the standards specified herein. The bolt's maximum projection beyond the end of the
nut shall be 0.25-inch nor shall the bolt fall short of the end of the nut. All buried flanges
shall be installed with 316 SS nuts and bolts.
Lubricate bolt threads with MRO solution 1000 food grade antiseize, or equal before
installation.
3.05
A.
WELDED JOINTS
Welded joints shall be shop fabricated in accordance with the standards and
specifications contained herein.
WTP 1A WATER STORAGE TANK
15000-10
B.
Field welding will be permitted for black carbon steel pipe where it can be demonstrated
that the interior of the pipe can be satisfactorily lined and inspected. Welding in the field
shall be performed only when requested on the shop drawings and accepted by the
COUNTY and ENGINEER in writing as specified herein.
C.
All welding shall be performed in accordance with ANSI B31.1 and AWWA C 206 except
as modified or supplemented herein. All welders shall be AWS certified in accordance
with AWWA C206, and ANSI B31 requirements.
D.
Pipe and fittings with wall thicknesses of 3/16-inch and larger shall have ends beveled
for welding. Bevels shall be 30° with a maximum of 37-1/2°. The abutting pipe ends
shall be separated before welding to permit complete fusion to the inside wall of the pipe
without overlapping. Welding shall be continuous around the joint and shall be
completed without interruption. Welds shall be of the single vee butt type, of sound weld
metal thoroughly fused into the ends of the pipe and into the bottom of the vee. Welds
shall be free from cold spots, pin-holes, oxide inclusions, burrs, snags, rough projections
or other defects.
E.
Filler metal for welding shall be of the same composition as the base metal. All welding
of steel pipe flanges shall be in accordance with requirements of AWWA C207 and ANSI
B31.1.
F.
Field repairs of cement mortar lining a welded joints shall be made in accordance with
AWWA C205 Appendix A or AWWA C602.
G. Field welds shall be "fixed position" type.
3.06
THREADED JOINTS
A.
All threads shall be clean, machine cut and all pipe shall be reamed before erection.
Taps and dies shall be cleaned, sharpened and in good condition. All threaded joints
shall be made tight with teflon tape.
B.
After having been set up, a joint shall not be backed off unless the joint is broken, the
threads cleaned and new tape is applied.
3.07
SOLVENT CEMENTED JOINTS
A.
Joints shall be made up in accordance with ASTM D 2855 and the manufacturers'
recommendations. The CONTRACTOR is advised to handle the solvent cements in
accordance with ASTM F 402.
B.
Joints in piping suitable for sodium hypochlorite service shall be solvent welded in
accordance with IPS WELD-ON 724 solvent for making joints.
3.08
THRUST RESTRAINT
A.
All sleeve type couplings shall be harnessed except where noted specifically on the
Drawings. The harnessing shall be as shown on the Drawings or as specified herein.
B.
Where the distance between adjacent flanges is in excess of ten feet or where a harness
can not be used, the pipe supports adjacent to the coupling shall restrain the piping
WTP 1A WATER STORAGE TANK
15000-11
preventing any linear or angular movement resulting in the pipe separating from the
coupling or misalignment in the joint.
C.
Where expansion joints are used, control units shall be provided. All tie rods and control
units shall be installed in accordance with the manufacturer's recommended procedures.
D.
All buried tie rods and associated hardware shall be 316 stainless steel.
E.
In general, all valves and fittings shall be restrained in an acceptable manner such that
the unbalanced force developed at them shall be supported independent of the piping
system.
3.09
PIPE SCHEDULE
A.
This section includes schedule of piping specified in other sections of Division 15.
B.
The following abbreviations are used in the schedule:
1.
Material
316 SS
BSP
CU
DI
PVC
CPVC
CI
2.
Wall Thickness
CL
Sch
3.
-Class
-Schedule
Joint Type
CJ
Flg
Grvd
PO
RJ
SW
Thd
Wld
Sld
4.
-316 Stainless Steel (nonwelded joints) or
-316L Stainless Steel - low carbon (welded joints)
-Black Steel Pipe
-Copper
-Ductile Iron
-Polyvinylchloride
-Chlorinated Polyvinylchloride
-Cast Iron Pipe
-Compression Joint
-Flanged
-Grooved
-Push on Joint
-Restrained Joint
-Solvent Welded
-Threaded
-Welded
-Soldered
Fitting Type
316 SS
CU
DI
PVC
CPVC
Stl
CISP
DWV
-316 Stainless Steel (nonwelded joints)
-Copper
-Ductile Iron
-Polyvinylchloride
-Chlorinated Polyvinylchloride
-Steel
-Cast Iron Soil Pipe
-Drainage, Waste and Vent
WTP 1A WATER STORAGE TANK
15000-12
BSP
5.
Interior Surface Protection
CML
6.
-Black Steel Pipe (forged steel)
-Cement Mortar Lined
Exterior Surface Protective Coating
AC
P
-Asphalt Coated (below ground only)
-Painted (above ground only)
- END OF SECTION -
WTP 1A WATER STORAGE TANK
15000-13
INTENTIONALLY LEFT BLANK
SECTION 15006 - DUCTILE IRON PIPE
PART 1 -- GENERAL
1.01
A.
1.02
WORK INCLUDED
The CONTRACTOR shall furnish and install ductile iron pipe and all appurtenant Work,
complete in place, all in accordance with the requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01600 – Materials and Equipment
B.
Section 02222 – Excavation and Backfill for Utilities
C.
Section 01300 - Submittals
D.
Section 09900 - Painting
E.
Section 15000 – Piping, General
F.
Section 15995 – Pipeline Testing and Disinfection
1.03
A.
1.04
REFERENCED SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards:
ANSI/AWWA C104/A21.4
Cement Mortar Lining for Ductile Iron Pipe and Fittings
for Water
ANSI/AWWA C110/A21.10
Ductile-iron and Gray-Iron Fittings 3-in. Through 60-in.
for Water and Other Liquids
ANSI/AWWA C111/A21.11
Rubber-Gasket Joints for Ductile-Iron and Gray-Iron
Pressure Pipe and Fittings
ANSI/AWWA C150/A21.50
Thickness design of ductile iron pipe
ANSI/AWWA C151/A21.51
Ductile-iron Pipe, Centrifugally Cast in Metal Molds or
Sand-Lined Molds, for Water or Other Liquids
ANSI/AWWA C600
Installation
of
Appurtenances
Ductile-Iron
Water
Mains
and
SUBMITTALS
A.
Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings in
accordance with the requirements set forth in the Sections entitled – “Piping, General”
and “Submittals”.
B.
CONTRACTOR shall submit certification that all materials coming in contact with
finished potable water comply with the requirements of NSF 61.
WTP 1A WATER STORAGE TANK
15006-1
1.05
A.
SCHEDULE OF PIPING MATERIALS
A schedule of piping materials is included in the Section entitled “Piping, General”. The
schedule indicates service, nominal pipe size, material, wall thickness, joint type,
working pressure, restraint design pressure, test pressure, coatings and linings.
PART 2 -- PRODUCTS
2.01
GENERAL
A.
Pipe shall be centrifugally cast in metal molds or sand lined molds in accordance with
ANSI A21.51 (AWWA C151) of grade 60-42-10 ductile iron. The above standard covers
ductile iron pipe with nominal pipe sizes from three inches up to and including sixty-four
inches in diameter. Working pressure shall be as specified herein, unless higher
pressure is indicated on the Piping Schedule in Section 15000 – Piping, General.
B.
Wall Thickness
1.
Buried push-on, mechanical, and restrained joint pipe shall have a wall thickness
class in accordance with ANSI A21.51 equal to or greater than classes indicated
below, unless indicated to be otherwise in the Piping Schedule:
Buried Pipe
C.
Size
Class
4”-12”
52
14”-54”
51
2.
All flanged, pipe shall have a wall thickness of special thickness Class 53.
3.
Grooved coupling pipe shall be special thickness Class 54.
Joints
1.
Ductile iron pipe above grade shall be flanged. All pressurized ductile iron pipe
below grade shall have thrust restrained joints. Thrust restrained push-on joint
pipe shall be provided at grade where indicated on the Drawings and noted in the
Piping Schedule.
2.
Mechanical and push-on type joints shall be in accordance with ANSI A21.11
(AWWA C111).
3.
Flanges for flanged pipe shall be in accordance with ANSI A21.15 (AWWA
C115), shall be ductile iron, shall be rated at 250 psi maximum working pressure,
and shall be similar to flange Class 125 per ANSI B16.1. Where shown on the
drawings, pipe and fittings shall be furnished with flanges similar to flange Class
250 per ANSI B16.1. Fittings shall be provided with flanges having a bolt circle
and bolt pattern the same as the adjacent pipe and/or mechanical devices. Joint
materials shall be ANSI sized and approved and shall consist of hot dip
galvanized carbon steel bolts and nuts and full faced 1/8" thick neoprene
gaskets, unless otherwise specified.
WTP 1A WATER STORAGE TANK
15006-2
D.
4.
No raised face flanges shall be used. The raised faces shall be milled flat.
5.
Flange gaskets shall be full face neoprene rubber.
Restrained Push-on Joints (Single Gasket)
1.
2.
Restrained joints in pipe and fittings shall be of the single gasket push-on type,
and shall conform to all applicable provisions of ANSI/AWWA Standard
C111/A21.11, except that gaskets for pipe and fittings shall be EPDM, and the
following requirements:
a.
Thickness of the pipe barrel remaining at grooves cut, if required in the
design of restrained end joints, shall not be less than the nominal wall
thickness of equal sized non restrained pipe as specified in Item 2.01B.
b.
Restrained joints using field welding, set screws, or gaskets with
expanding metal inserts will not be acceptable.
c.
The restraining components, when not cast integrally with the pipe and
fittings, shall be ductile iron or a high strength non-corrosive alloy steel.
d.
Tee head bolts and hexagonal nuts for all restrained joints in pipe and
fittings shall be of high strength cast iron with composition, dimensions
and threading as specified in ANSI/AWWA Standard C111/A21.11,
except that the length of the bolts shall meet the requirements for the
restrained joint design.
e.
The proper number of gaskets, bolts, nuts and all necessary joint
material, plus one extra gasket for every 10 joints or fraction thereof, shall
be furnished with each order. The gaskets and joint accessories shall be
shipped in suitable protection containers.
f.
Each thrust-restraint joint and the pipe and fitting of which it is a part, shall
be designed to withstand the axial thrust from an internal pipeline
pressure of at least 150 psi at bulkhead conditions without reduction
because of its position in the pipeline nor for support from external thrust
blocks.
g.
Restrained push-on joint pipe and fittings shall be capable of being
deflected after assembly. During deflection, all components in the
restrained system shall be in contact to provide an equal force on all
contact areas.
h.
When restrained spigot ends are ordered the corresponding bell ends of
the pipe to be restrained.
Restrained push-on joints for ductile iron pipe and fittings shall be TR-FLEX as
manufactured by U.S. Pipe and Foundry, Flex-Ring (4-inch to 12-inch) and LokRing (14-inch to 60-inch) by the American Ductile Iron Pipe Co., or equal. The
restraining components, when not cast integrally with the pipe and fittings, shall
be ductile iron or a high strength noncorrosive alloy steel. For cut grooved
WTP 1A WATER STORAGE TANK
15006-3
retainers, the thickness of barrel left after grooving shall not be less than the
nominal wall thickness of equal sized non-restrained pipe as specified herein
above for the centrifugally cast ductile iron pipe.
3.
E.
F.
Restrained Mechanical Joint: Mechanical joints shall be restrained with Megalug
Series 1100 as manufactured by Ebaa Iron, Inc., MJ Field Lok Gasket by U.S.
Pipe, or equal. Tee head bolts and hexagonal nuts for all restrained joints in pipe
and fittings shall be of high strength steel with composition, dimensions and
threading as specified in ANSI/AWWA Standard C111/A21.1 1, except that the
length of the bolts shall meet the requirements for the restrained joint design.
Fittings
1.
Shall be manufactured in accordance with ANSI A21.10 (AWWA C110) for
nominal pipe sizes three inches to sixty-four inches, and shall be either flanged
or mechanical joint. Any other fittings, not included in ANSI A21.10 (AWWA
C110) shall conform in design and performance to the requirements of this
Standard.
2.
Shall have a rated pressure equal to or greater than the specified working
pressure for nominal pipe sizes of three inches to sixty-four inches (350 psi
fittings available through and including twenty-four inches, only).
3.
Grey iron fittings which conform to the specifications contained herein may be
used with ductile iron pipe providing the piping systems minimum working
pressure is met or exceeded.
4.
Blind, filler, companion and reducing flanges shall conform to ANSI B16.1.
Pipe Coating General: All ductile iron pipe and fittings shall be supplied with the same
coating material throughout the project. Coating shall be provided in the interior and
exterior of the pipe as described hereinafter.
1.
The standard asphaltic coating shall be applied prior to shipment to the exterior
wall of buried pipe and fittings in accordance with ANSI A21.51 (AWWA C151).
2.
A coating of rust inhibitive primer, compatible with the coating system specified in
Section 09900 – Painting, shall be applied prior to shipment to all exposed and
interior piping.
3.
Cement-Mortar Lining: Pipe and fittings shall be cement-lined and seal-coated in
accordance with ANSI/AWWA Standard C104/A21.4-90, Cement-Mortar Lining for
Ductile-Iron Pipe and Fittings for Water.
PART 3 -- EXECUTION
3.01
A.
INSTALLATION
The CONTRACTOR shall perform all earthwork including excavation, backfill, bedding,
compaction, sheeting, shoring and bracing, dewatering and grading in accordance with
Division 2 - Sitework.
WTP 1A WATER STORAGE TANK
15006-4
B.
Unless otherwise directed, ductile iron pipe shall be laid with the bell ends facing
upstream in the normal direction of flow and in the direction of laying.
C.
Thrust restrained and mechanical joints shall be made in accordance with the
manufacturer's standards except as otherwise specified herein. Joints between
mechanical joint pipe and/or fittings shall be made in accordance with ANSI/AWWA
Standard C600, except that deflection at joints shall not exceed one-half of the
manufacturer's recommended allowable deflection, or one-half of the allowable
deflection specified in ANSI/AWWA C600, whichever is the lesser amount.
D.
Before laying thrust restrained and mechanical joint pipe and fittings, all lumps, blisters
and excess bituminous coating shall be removed from the bell and spigot ends. The
outside of each spigot and the inside of each bell shall be wire brushed, and wiped clean
and dry. The entire gasket groove area shall be free of bumps or any foreign matter
which might displace the gasket. The cleaned spigot and gasket shall not be allowed to
touch the trench walls or trench bottom at any time. Vegetable soap lubricant shall be
applied in accordance with the pipe manufacturer's recommendations, to aid in making
the joint. The CONTRACTOR shall exercise caution to prevent damage to the gasket or
the adherence of grease or particles of sand or dirt. Deflections shall only be made after
the joint has been assembled.
E.
Prior to making up flanged joints in ductile iron pipe and fittings, the back of each flange
under the bolt heads and the face of each flange shall have all lumps, blisters and
excess bituminous coating removed and shall be wire brushed and wiped clean and dry.
Flange faces shall be kept clean and dry when making up the joint, and the workperson
shall exercise caution to prevent damage to the gasket or the adherence of grease or
particles of sand or dirt. Bolts and nuts shall be tightened by opposites in order to keep
flange faces square with each other, and to insure that bolt stresses are evenly
distributed.
F.
Bolts and nuts in thrust restrained, mechanical and flanged joints shall be tightened in
accordance with the recommendations of the pipe manufacturer for a leak-free joint.
The mechanics shall exercise caution to prevent overstress. Torque wrenches shall be
used until, in the opinion of the ENGINEER, the mechanics have become accustomed to
the proper amount of pressure to apply on standard wrenches.
G.
Cutting of the ductile iron pipe for inserting valves, fittings, etc., shall be done by the
CONTRACTOR in a neat manner without damage to the pipe, the lining, or the coating.
Pipe 16 inches and larger in diameter shall be cut with a mechanical pipe saw. After
cutting the pipe, the plain end shall be beveled with a heavy file or grinder to remove all
sharp edges.
H.
Areas of loose or damaged lining associated with field cutting shall be repaired or
replaced as recommended by the pipe manufacturer and required by the ENGINEER.
Repair methods shall be as recommended by the manufacturer and shall be submitted
to the ENGINEER for review.
I.
Any work within the pipe shall be performed with care to prevent damage to the lining.
No cable, lifting arms or other devices shall be inserted into the pipe. All lifting, pulling or
pushing mechanisms shall be applied to the exterior of the pipe barrel.
WTP 1A WATER STORAGE TANK
15006-5
J.
Homing the pipe shall be accomplished by the use of a hydraulic or mechanical pulling
device, unless otherwise accepted by the ENGINEER. No pipe shall be driven or struck
in order to seat it home.
K.
Cleaning: Cleaning methods shall be acceptable to the ENGINEER, and must be
sufficient to remove silt, rocks, or other debris which may have entered the pipeline
during its installation and shall also follow the requirements of Section 15995, "Pipeline
Testing and Disinfection".
- END OF SECTION -
WTP 1A WATER STORAGE TANK
15006-6
SECTION 15008 - PVC Piping – DWV
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall furnish and install polyvinyl chloride (PVC) pipe and fittings for
use in drain, waste and vent service, complete and in place, all in accordance with the
requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 – Submittals
B.
Section 01600 – Materials and Equipment
C.
Section 15000 – Piping, General
1.03
A.
1.04
REFERENCED SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards:
ASTM D 1784
Standard Specifications for Rigid Poly Vinyl Chloride
(PVC) Compounds and Chlorinated Poly Vinyl Chloride
(CPVC) Compounds
ASTM D 2564
Standard Specification for Solvent Cements for Poly
Vinyl Chloride (PVC) Plastic Piping System
ASTM D 2665
Standard Specification for Poly Vinyl Chloride (PVC)
Plastic Drain, Waste, and Vent Pipe and Fittings
ASTM D 2855
Standard Practice for Making Solvent-Cemented Joints
with Poly Vinyl Chloride (PVC) Pipe and Fittings
SUBMITTALS
A.
Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings
and appurtenances in accordance with the requirements in the Section entitled
“Submittals”.
B.
Submit manufacturer’s recommended method of installing buried pipe and pipe installed
in or penetrating structure foundations.
PART 2 -- PRODUCTS
2.01
A.
PIPE
Pipe shall be Schedule 40 solid wall, Type 1, Grade 1, (Class 12454-B), conforming to
ASTM D 1784.
WTP 1A WATER STORAGE TANK
15008-1
2.02
FITTINGS
A.
Fittings shall be Schedule 40 and shall conform to ASTM D 2665.
B.
Each fitting shall be clearly labeled to identify its size and pressure class.
2.03
JOINTS
A. Pipe and fitting joints shall be socket welded except where threaded and spigot end joints
are required to connect to equipment.
B. Solvent cement for socket joints shall comply with ASTM D 2564.
PART 3 -- EXECUTION
3.01
GENERAL
A.
Do not install PVC pipe when the temperature is below 40 degrees Fahrenheit or above
90 degrees Fahrenheit. Store loose pipes on racks with a minimum support spacing of 3
feet. Provide shade for pipe stored outdoors.
B.
Store fittings indoors in their original cartons.
C.
Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do
not use solvent cements which have exceeded the shelf life marked on the storage
container.
D.
Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking,
or splitting on pipe ends. Remove any pipe section containing defects by cutting out the
damaged section as a complete cylinder.
3.02
INSTALLATION
A. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it.
Cut pipe ends square and remove all burrs, chips, and fillings before joining pipe or
fittings. Bevel solvent welded pipe ends as recommended by the pipe manufacturer.
3.03
SOLVENT WELDED JOINTS
A.
Prior to solvent welding, remove fittings and couplings from their cartons and expose
them to the air for at least one hour to the same temperature conditions as the pipe.
B.
Wipe away loose dirt and moisture from the inner diameter (ID) and outer diameter (OD)
of the pipe end and the ID of the fitting before applying solvent cement. Do not apply
solvent cement to wet surfaces.
C.
Make up solvent welded joints per ASTM D 2855.
D.
Allow at least eight hours of drying time before moving solvent welded joints or
subjecting the joints to any internal or external loads or pressures.
WTP 1A WATER STORAGE TANK
15008-2
3.04
INSTALLING BURIED PIPE
A.
Trench bottom shall be continuous, smooth, and free of rocks. See the details on the
drawings for trench dimensions, pipe bedding, and backfill.
B.
After the pipe has been solvent welded and the joints have set, snake the pipe in the
trench per the pipe manufacturer’s recommendations in order to allow for thermal
expansion and contraction of the pipe.
C.
Do not backfill the pipe trench until the solvent welded joints have set. Support the pipe
uniformly and continuously over its entire length on firm, stable soil. Do not use
blocking to change pipe grade or to support pipe in the trench.
D.
Install buried PVC pipe in accordance with ASTM D 2774 and the pipe manufacturer’s
recommendations. Backfill materials in the zone between the trench bottom and to a
point 8 inches above the top of the pipe shall be imported fill per Section 02222 entitled
“Excavation and Backfill for Utilities”. Compact by means of vibratory equipment or by
flooding. Apply backfill in layers having a maximum thickness of 8 inches. If water
flooding is used, do not add successive layers unless the previous layer is compacted
to 90% relative compaction.
3.05
A.
3.06
INSTALLING ABOVEGROUND PIPE
Install pipe on pipe hangers and supports as detailed on the drawings and as specified
in Section 15020 entitled “Pipe Supports”. Install pipe without springing, forcing, or
stressing the pipe or the adjacent valves and equipment to which the pipe is connected.
FIELD TESTING AND DISINFECTION
A.
Perform hydrostatic testing for leakage in accordance with requirements set forth of
Section entitled “Pipeline Testing and Disinfection”, unless otherwise specified.
B.
Where it is not feasible to pressurize piping, perform a standing water test in accordance
with the Florida Building Code, Plumbing.
- END OF SECTION –
WTP 1A WATER STORAGE TANK
15008-3
INTENTIONALLY LEFT BLANK
SECTION 15009 - PVC PRESSURE PIPE
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
This Section includes materials, installation, and testing of polyvinyl chloride (PVC) pipe
and fittings for use in process piping having a maximum operating pressure of 150 psi at
a maximum operating temperature of 100 degrees Fahrenheit and a maximum operating
pressure of 100 psi at a temperature of 120 degrees Fahrenheit.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 – Submittals
B.
Section 01600 – Materials and Equipment
C.
Section 15000 – Piping, General
1.03
SUBMITTALS
A.
Submit shop drawings in accordance with the General Conditions.
B.
Submit materials list.
C.
Submit manufacturer’s recommended method of installing buried pipe. Show alignments
and offsets for “snaking” buried pipe.
PART 2 -- MATERIALS
2.01
PIPE
A. Pipe shall be Schedule 80, Type 1, Grade 1 (Class 12454-B), conforming to ASTM D
1784 except as noted below.
2.02
A.
2.03
A.
2.04
A.
NIPPLES
Short nipples shall be the same as the PVC pipe.
FITTINGS
Fittings shall be Schedule 80 and shall conform to ASTM D 2464 for threaded fittings
and ASTM D 2467 for socket-type fittings.
FLANGES
PVC flanges shall be made of the same material as the pipe. Flanges shall match the
dimensions of ANSI B16.5, Class 150, steel flanges. Flanges shall be flat face.
WTP 1A WATER STORAGE TANK
15009-1
2.05
A.
2.06
UNIONS
Union shall have socket-type ends, EPDM or Viton O-rings, and shall be Schedule 80.
Material shall be Type 1, Grade 1 PVC, per ASTM D 1784.
JOINTS
A.
Pipe and fittings joints shall be socket welded except where threaded and flanged joints
are required to connect to unions, valves, and equipment.
B.
Solvent cement for socket joints shall comply with ASTM D 2564 and be NSF listed for
potable water.
2.07
BOLTING AND NUTS FOR FLANGES
A.
Bolts and nuts for interior flanges shall be carbon steel conforming to ASTM A 307,
Grade B.
B.
Bolts and nuts for buried flanges and flanges located outdoors above ground or in vaults
and structures shall be Type 316 stainless steel conforming to ASTM A 193, Grade B8M
for bolts, and ASTM a 194, Grade 8M for nuts. Bolts and nuts larger than 1-1/8 inch
shall be steel, ASTM A 307, Grade B, with cadmium plating, ASTM A 165, Type NS.
C.
Provide washers for each nut. Washers shall be of the same material as the nut.
PART 3 -- EXECUTION
3.01
GENERAL
A.
Do not install PVC pipe when the temperature is below 40 degrees Fahrenheit or above
90 degrees Fahrenheit. Store loose pipes on racks with a minimum support spacing of 3
feet. Provide shade for pipe stored outdoors or installed outdoors until the pipe is filled
with water.
B.
Store fittings indoors in their original cartons.
C.
Store solvent cement indoors or, if outdoors, shade from direct sunlight exposure. Do
not use solvent cements which have exceeded the shelf life marked on the storage
container.
D. Before installation, check pipe and fittings for cuts, scratches, gouges, buckling, kinking,
or splitting on pipe ends. Remove any pipe section containing defects by cutting out the
damaged section as a complete cylinder.
3.02
INSTALLATION
A. Do not drag PVC pipe over the ground, drop it onto the ground, or drop objects on it. Cut
pipe ends square and remove all burrs, chips, and fillings before joining pipe or fittings.
Bevel solvent welded pipe ends as recommended by the pipe manufacturer.
WTP 1A WATER STORAGE TANK
15009-2
3.03
SOLVENT WELDED JOINTS
A.
Prior to solvent welding, remove fittings and couplings from their cartons and expose
them to the air for at least one hour to the same temperature conditions as the pipe.
B.
Wipe away loose dirt and moisture from the ID and OD of the pipe end and the ID of the
fitting before applying solvent cement. Do not apply solvent cement to wet surfaces.
C.
Make up solvent welded joints per ASTM D 2855.
D.
Allow at least eight hours of drying time before moving solvent welded joints or
subjecting the joints to any internal or external loads or pressures.
3.04
FLANGED JOINTS
A.
Lubricate bolt threads with MRO solution 1000 Food Grade Antiseize, or equal before
installation.
B.
Tighten bolts on PVC flanges by tightening the nuts diametrically opposite each other
using a torque wrench. Complete tightening shall be accomplished in stages and the
final torque values shall be as shown in the following table:
3.05
Pipe Size (inches)
Final Torque (foot-pounds)
1/2 to 1-1/2
10 to 15
2 to 4
20 to 30
5 to 8
30 to 40
10
60 to 70
12
90 to 100
14 to 24
100 to 110
THREADED JOINTS
A.
Cut threaded ends on PVC to the dimensions of ANSI B2.1. Ends shall be square cut.
Follow the pipe manufacturer’s recommendations regarding pipe hold-down methods,
saw cutting blade size, and saw cutting speed.
B.
Pipe or tubing cutters shall be specifically designed for use on PVC pipe. Use cutters
manufactured by Reed Manufacturing Company, Ridge Tool Company, or equal.
C.
If a hold-down vise is used when the pipe is cut, insert a rubber sheet between the vise
jaws and the pipe to protect from scratching the pipe.
D.
Thread cutting dies shall be clean and sharp and shall not be used to cut materials other
than plastic.
WTP 1A WATER STORAGE TANK
15009-3
E.
3.06
A.
3.07
Apply Teflon thread compound or Teflon tape lubricant to threads before screwing on the
fitting.
INSTALLING UNIONS
Provide unions on exposed piping 3 inches and smaller as follows:
1.
Provide a union at every change in direction (horizontal and vertical).
2.
Provide a union 6 to 12 inches downstream of valves.
3.
Provide a union every 40 feet in straight piping runs.
4.
Near threaded connections to mechanical or piping equipment.
5.
Where shown on the drawings.
INSTALLING BURIED PIPE
A.
Trench bottom shall be continuous, smooth, and free of rocks. See the details on the
drawings for trench dimensions, pipe bedding, and backfill.
B.
After the pipe has been solvent welded and the joints have set, snake the pipe in the
trench per the pipe manufacturer’s recommendations in order to allow for thermal
expansion and contraction of the pipe.
C. Do not backfill the pipe trench until the solvent welded joints have set. Support the pipe
uniformly and continuously over its entire length on firm, stable soil. Do not use blocking
to change pipe grade or to support pipe in the trench.
D.
3.08
Install buried PVC pipe in accordance with ASTM D 2774 and the pipe manufacturer’s
recommendations. Backfill materials in the zone between the trench bottom and to a
point 8 inches above the top of the pipe shall be imported fill per Section 02222 entitled
“Excavation and Backfill for Utilities”. Compact by means of vibratory equipment or by
flooding. Apply backfill in layers having a maximum thickness of 8 inches. If water
flooding is used, do not add successive layers unless the previous layer is compacted to
90% relative compaction.
INSTALLING ABOVEGROUND PIPE
A. Install pipe on pipe hangers and supports as detailed on the drawings and as specified in
Section 15020 entitled “Pipe Supports”. Install pipe without springing, forcing, or
stressing the pipe or the adjacent valves and equipment to which the pipe is connected.
3.09
A.
3.10
A.
PAINTING AND COATING
Coat piping per Section 09900 entitled “Painting”.
HYDROSTATIC TESTING
Perform hydrostatic testing for leakage in accordance with requirements set forth in
Section 15995 entitled “Pipeline Testing and Disinfection”.
WTP 1A WATER STORAGE TANK
15009-4
- END OF SECTION -
WTP 1A WATER STORAGE TANK
15009-5
SECTION 15100 - VALVES AND APPURTENANCES
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish, install and test, all valves complete with accessories,
and special equipment as shown on the Drawings and specified herein.
B.
The equipment covered by these specifications is intended to be standard equipment of
proven performance by manufacturer meeting specifications. Equipment shall be
designed, constructed and installed in accordance with the best practice of the trade, and
shall operate satisfactorily when installed as shown on the Drawings.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 01300 - Submittals
B.
Section 09900 – Painting
C.
Division 15 – Mechanical
D.
Division 16 – Electrical
E.
Division 17 - Instrumentation
1.03
SUBMITTALS
A.
Each submittal shall be complete in all aspects incorporating all information and data
listed herein and all additional information required to evaluate the proposed valve's or
hydrant's compliance with the Documents. Partial or incomplete submissions shall be
returned to the CONTRACTOR disapproved without review.
B.
Data to be submitted shall include but not be limited to:
1.
Catalog Data consisting of specifications, illustrations and a parts schedule that
identifies the materials to be used for the various parts and accessories. The
illustrations shall be in sufficient detail to serve as a guide for assembly and
disassembly.
2.
Complete assembly, and installation drawings with clearly marked dimensions.
This information shall be in sufficient detail to serve as a guide for assembly and
disassembly and for ordering parts.
3.
Weight of all component parts and assembled weight.
4.
Design calculations.
5.
Listing of all lubricants required for the equipment with a minimum of two
equivalent and compatible natural and/or synthetic lubricants produced by
different manufacturers. The listing shall include the estimated quality of lubricant
required for one year of operation.
WTP 1A WATER STORAGE TANK
15100-1
6.
Sample data sheet of equipment nameplate(s) including information contained
thereon.
7.
Spare parts list
8.
Special tools list
C.
Valve Labeling: The CONTRACTOR shall submit a schedule of valves to be labeled
indicating in each case the valve location and the proposed wording for the label.
D.
The CONTRACTOR shall obtain from the manufacturer and submit to the ENGINEER
copies of the results of all certified shop tests.
E.
The CONTRACTOR shall obtain from the manufacturer and submit to the ENGINEER
copies of certified letters of compliance in accordance with the General Conditions and
Division 1.
1.04
A.
OPERATION AND MAINTENANCE MANUALS
The CONTRACTOR shall submit operation and maintenance manual in accordance the
procedures and requirements set forth in the General Conditions and Division 1.
PART 2 -- PRODUCTS
2.01
GENERAL
A.
The valves, and accessories shall be in the quantity, quality, types and sizes as indicated
on the Drawings and specified herein.
B.
All valves shall have a minimum design pressure rating of 150 psi and capable of a test
pressure of 300 psi. For service applications with pressures in excess of 150 psi, valves
shall have a minimum pressure rating in excess of the service application working
pressure. All above grade, interior valves with a nominal pipe size of 3 inches and larger
shall have flanged ends unless otherwise noted. All above grade, interior valves less
than 3 inch size shall be threaded ends. Buried service valves shall have mechanical
joint pipe ends. Buried service valves shall be provided with AWWA operating nuts,
extension stems and cast iron valve boxes. Extended valve stems, stem guides and
operating nuts shall be provided as indicated or required.
C.
All valves of one type shall be the product of one manufacturer.
D.
Cast iron parts of valves shall meet the requirements of ASTM Designation A126,
"Standard Specifications for Gray Iron Castings for Valves, Flanges and Pipe Fittings,
Class 'B'". Flanged ends shall be flat-faced and have bolt circle and bolt patterns
conforming to ANSI B16.1 Class 125 unless otherwise specified hereinafter. All castings
shall be clean and sound, without defects of any kind and no plugging, welding or
repairing of defects will be permitted. All bolt heads and nuts shall be hexagonal
conforming to ANSI B18.2. Gaskets shall be full face and made of natural or synthetic
elastomers in conformance with ANSI B16.21 suitable for the service characteristics
especially chemical compatibility and temperature. Nonferrous alloys of various types
shall be used for parts of valves as specified. Where no definite specification is given,
WTP 1A WATER STORAGE TANK
15100-2
the material shall be the recognized acceptable standard for that particular application.
All valves shall have applied to them the same coatings as the adjacent piping.
E.
All valves which are dead ends for active pipelines shall be provided with blind flanges or
plugs to prevent leakage.
F.
Raised face flanges in conformance with ANSI B16.5 class 150 will not be acceptable.
All raised faces shall be milled flat.
G. Valve Labeling: A label shall be provided on all shut-off valves exclusive of hose bibbs
and chlorine cylinder valves. The label shall be of 1/16-inch stainless steel, minimum 2
inches by 4 inches in size, and shall be permanently attached to the valve or on the wall
adjacent to the valve or as indicated by the Engineer.
2.02
A.
VALVE OPERATORS
General
1.
Valves and gates shall be furnished with operators, provided by the valve or gate
manufacturer. All operators of a given type shall be furnished by the same
manufacturer. All valve operators, regardless of type, shall be installed, adjusted,
and tested by the valve manufacturer at the manufacturing plant. Operator
orientation shall be verified with the ENGINEER prior to installation. If this
requirement is not met, changes to orientation shall be made at no additional cost.
2.
All operators, unless otherwise specified, shall turn counter- clockwise to open.
Operators shall have the open direction clearly and permanently marked. All
valve operators, manual, motor and pneumatic, shall be provided with the valve by
the valve manufacturer. The CONTRACTOR, through the valve manufacturer,
shall be solely responsible for the selection of the proper operator to meet the
operating conditions specified herein. Field calibration and testing of the
operators and valves to ensure a proper installation and an operating system shall
be the responsibility of the CONTRACTOR.
3.
All buried valves and other valves located below the concrete operating deck or
level, specified or noted to be key operated, shall have an operator to finish grade
or deck level, a 2-inch square AWWA operating nut, and cover or box and cover,
as may be required.
B.
Manual Operators
1.
All manual operators shall have levers or hand-wheels, unless otherwise shown.
Where buried, the valves shall have extensions with square nuts or floor stands as
indicated on the Drawings. In addition, shear pins shall be provided at the
connection of the extension stem and the valve operator and at the operating nut
and the extension stem. Valves mounted higher than 6 feet above floor or
operating level shall have chain operators with chain terminating 4 feet above
operating level. Unless otherwise shown or specified, valves of sizes 4-inch and
larger shall have gear-assisted operators.
WTP 1A WATER STORAGE TANK
15100-3
2.04
2.
Operation of valves and gates shall be designed so that the effort required to
operate the hand-wheel, lever or chain shall not exceed 40 pounds applied at the
extremity of the wheel or lever. The hand-wheels on valves 14 inches and smaller
shall not be less than 8 inches in diameter, and on valves larger than 14 inches
the hand-wheel shall not be less than 12 inches in diameter.
3.
Chainwheel operator shall be fabricated of malleable iron and pocketed type
chainwheels with chain guards and guides. Chainwheel operators shall be
marked with an arrow and the word "open" indicating direction to open. The
operators shall have galvanized smooth welded link type chain. Chain that is
crimped or has links with exposed ends shall not be acceptable.
VALVE BOXES AND COVERS
A.
All buried valves shall be provided with cast-iron valve boxes unless otherwise indicated.
The boxes shall be asphalt varnished, or enameled cast iron, adjustable to grade, and
installed perpendicularly, centered around and covering the upper portions of the valve or
valve operator, or the pipe. The top of each valve box shall be placed flush with finish
grade unless otherwise indicated on the Drawings.
B.
Valve box and cover assemblies shall be the adjustable slide type with round bases
fabricated of asphalt coated cast iron and designed to withstand heavy traffic loads. They
shall be model No. F2450 by Clow Corporation or equivalent models by Mueller or equal.
Base shall be Clow’s Model No. F-2480 for four inches and smaller, Model F-2465 for six
inches and eight inches, Model F-2484 for ten inches and larger or equal. The cover
shall be Clow’s Model F-2494 or equal.
C.
Extension sleeves, Clow model No. F2475 or equal, shall be provided as required.
D.
The covers shall be marked “WATER”, “SEWER” or “DRAIN” and shall have a bell end
sufficiently large to fit over the stuffing box of the valve.
E.
Valves shall be provided with extension stems to bring the operating nut within eighteen
to twenty-four inches of the finished grade.
F.
Two operating “T” wrenches suitable for use with the AWWA operating nut shall be
provided.
G. For corporation and curb stops, valve boxes and covers shall be furnished in cast iron
with:
1.
Stationary rod and guide ring.
2.
Arch pattern base.
3.
Extension sections as required.
4.
Cover.
WTP 1A WATER STORAGE TANK
15100-4
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
The procedures regarding unloading, inspection, storage and where applicable
installation, described in the Appendix of AWWA C500 entitled "Installation, Operation
and Maintenance of Gate Valves" shall be used for all valves.
B.
All valves shall be manually opened and closed before installation to check their
operation, and the interior of the valves shall be cleaned. Valves shall be placed in the
positions shown on the Drawings. Joints shall be made as directed under the piping
specifications.
C.
Access: All valves shall be installed to provide easy access for operation, removal, and
maintenance and to avoid conflicts between valve operators and structural members or
handrails.
D.
Valve Accessories: Where combinations of valves, sensors, switches, and controls are
specified or shown on the Drawings, it shall be the responsibility of the CONTRACTOR to
properly assemble and install these various items so that all systems are compatible and
operating properly. The relationship between interrelated items shall be clearly noted on
shop drawing submittals.
3.02
VALVE SUPPORTS
A.
Valves shall be supported as integral components of the piping systems.
B.
All horizontally mounted valve operators, manual, pneumatic or electric, whose weight
exceeds 25 pounds shall be supported independently of the valve and piping system.
C.
All vertically mounted valve operators, manual, pneumatic or electric, whose weight
exceeds 100 pounds shall be supported independently of the valve and piping system.
D.
Valve supports shall anchor the valves against an unbalanced force in either direction.
The magnitude of the force shall be based on a pressure equal to twice the maximum
working pressure with a maximum allowable stress of 1/2 of the support's yield strength.
3.03
A.
TESTING
Shop and field testing of valves shall be as follows:
1.
Shop Testing: Certified factory testing shall be provided for all components of the
valve and operator system. Valves and operators shall be shop tested in
accordance with the requirements in the latest revision of AWWA C500, including
performance tests, leakage test, hydrostatic tests, and proof-of-design tests. The
manufacturer through the CONTRACTOR shall submit certified copies of the
reports covering the test for acceptance by the ENGINEER.
2.
Field Testing: All valves shall be hydrostatically field tested at the specified
pipeline test pressures specified in the piping sections. Any leakage or “sweating”
WTP 1A WATER STORAGE TANK
15100-5
of joints shall be stopped and all joints shall be tight. All valves shall be operated
at the pressures specified in the piping schedules for the connected pipe.
B.
The COUNTY may at its discretion visit and inspect the manufacturer's facilities. During
the inspection visit, a witness shop test shall be performed for all standard tests listed in
applicable standards.
C.
The CONTRACTOR shall obtain and submit certified statements that the valves and
hydrants comply with the requirements of the standards specified herein.
3.04
A.
3.05
PAINTING AND COATINGS
Valves shall be shop primed for interior and exposed piping service in accordance with
Division 9 and shall be coated for buried service with a one (1) mil coating in
conformance with the outside coatings specified for ductile iron pipe.
VALVE SCHEDULE
A.
This section includes schedule of valves specified in other sections of Division 15 Mechanical.
B.
The following abbreviations are used in the schedule:
1.
Piping
CI
CPVC
DI
PVC
- Cast Iron
- Chlorinated Polyvinyl Chloride
- Ductile Iron
- Polyvinylchloride
2. Body Type
CPVC
PVC
NRS
RS
3.
- Chlorinated Polyvinyl Chloride
- Polyvinyl Chloride
- Non-rising Stem
- Rising Stem
Ends
Flg
MJ
SW
Thd
- Flanged
- Mechanical Joint
- Socket Welded
- Threaded
- END OF SECTION -
WTP 1A WATER STORAGE TANK
15100-6
SECTION 15102- BUTTERFLY VALVES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall provide butterfly valves and appurtenances, complete and
operable, in accordance with the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 15100- Valves and Appurtenances
B.
Section 15101 – Valve Operators
1.03
CONTRACTOR SUBMITTALS
A.
The CONTRACTOR shall furnish submittals in accordance with the Section entitled
“Submittals”.
B.
The CONTRACTOR shall submit coordination drawings and sketches as required by
paragraph 3.09A of this Section.
PART 2 -- PRODUCTS
2.01
TYPE 1 BUTTERFLY VALVES (AWWA)
A.
General: Butterfly valves for water working pressures up to 150 psi shall conform to
ANSI/AWWA C504 Class 150B – Rubber Seated Butterfly Valves, subject to the
following requirements. Valves shall be of the size and class indicated. Flanged valves
shall have ANSI 125-lb flanges. Shaft seals shall be designed for use with standard
split-V type packing or other acceptable seal. The interior passage of butterfly valves
shall not have any obstructions or stops. The seats shall be positively clamped or
bonded on body of the valve, but cartridge-type seats which rely on a high coefficient of
friction for retention shall not be acceptable. Where rubber-lined bodies are required,
the lining shall wrap around to cover the flange sealing face.
B.
Manual Actuators: Actuators shall conform to the Section entitled “Valves and
Appurtenances” subject to the following requirements. Unless otherwise indicated, all
manually-actuated butterfly valves shall be equipped with a handwheel and 2-inch
square actuating nut and position indicator.
C.
Manufacturers:
De Zurik Corporation, Mueller Company, Henry Pratt Company or equal.
WTP 1A WATER STORAGE TANK
15102-1
PART 3 -- EXECUTION
3.01
A.
INSTALLATION
All exposed butterfly valves shall be installed with a means of removing the complete
valve assembly without dismantling the valve or operator. The installation shall be in
accordance with the Section entitled “Valves and Appurtenance”.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
15102-2
SECTION 15995 – PIPELINE TESTING AND DISINFECTION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall perform flushing and testing of all pipelines and appurtenant
piping, complete, including conveyance of test water from the COUNTY-designated
source to point of use and all disposal thereof, all in accordance with the requirements of
the Contract Documents.
B.
Section 15000 – Piping, General
1.02
A.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards
1. ANSI/AWWA B300 Hypochlorites
2. ANSI/AWWA B301 Liquid Chlorine
3. ANSI/AWWA C651 Disinfecting Water Mains
1.03
A.
SUBMITTALS
A pumping and transmission equipment, testing schedule, including proposed plans for
water conveyance, control, disposal, and disinfection shall be submitted in writing for
approval a minimum of 48 hours before testing on any particular structure is to
commence.
PART 2 -- PRODUCTS
2.01
A.
MATERIALS REQUIREMENTS
All test equipment, temporary valves or bulkheads, or other water control equipment and
materials shall be determined and furnished by the CONTRACTOR subject to the
ENGINEER’s review. No materials shall be used which would be injurious to the
construction or its future function.
PART 3 -- EXECUTION
3.01
A.
GENERAL
Unless otherwise provided herein, water for testing pipelines will be from a COUNTY
furnished source; however, the CONTRACTOR shall make all necessary provisions for
conveying the water from the COUNTY-designated source to the points of use.
WTP 1A WATER STORAGE TANK
15995-1
B.
All pressure and gravity pipelines shall be tested.
performed in the presence of the ENGINEER.
All testing operations shall be
3.02 HYDROSTATIC TESTING OF PIPELINES
A.
Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate.
The CONTRACTOR shall test all pipelines either in sections or as a unit. No section of
the pipeline shall be tested until all field-placed concrete or mortar have attained an age
of fourteen days. The test shall be made by closing valves when available, or by placing
temporary bulkheads in the pipe and filling the line slowly with water.
The
CONTRACTOR shall be responsible for ascertaining that all test bulkheads are suitably
restrained to resist the thrust of the test pressure without damage to, or movement of,
the adjacent pipe. Care shall be taken to see that all air vents are open during filling.
B.
The pipeline shall be filled at a rate which will not cause any surges or exceed the rate at
which the air can be released through the air valves at a reasonable velocity and all the
air within the pipeline shall be properly purged. After the pipeline or section thereof has
been filled, it shall be allowed to stand under a slight pressure for at least twenty-four
hours to allow the concrete or mortar lining, as applicable, to absorb what water it will
and to allow the escape of air from any air pockets. During this period, bulkheads,
valves, and connections shall be examined for leaks. If leaks are found, corrective
measures satisfactory to the ENGINEER shall be taken.
C.
After a new water main has been laid and backfilled, it shall be pumped to a
pressure of 150 PSI and all visible leaks stopped by approved methods. During the
test, the pressure cannot drop more than 5 PSI below the starting pressure point. A
leakage test shall then be conducted at the above mentioned pressure and no
installation will be acceptable by the ENGINEER until the leakage is less than the
number of gallons per hour as determined by the formula: L = (S x D x P) ÷ 148000
in which L equals the allowable leakage in gallons per hour; S is the length of line in
feet being tested; D is the nominal diameter of the pipe in inches; and P is the
square root of the average test pressure during the leakage test in pounds per
square inch. The test is usually maintained for two hours but it may be continued for
one additional hour if it becomes apparent that the leakage is equal to or greater
than the amount allowable. Water supplied to the main during the test to maintain
the required pressure shall be measured by a 5/8-inch meter installed on the
discharge side of the test pump, or by pumping from a calibrated container. A hose
bib connection will be provided to accept the test gauge supplied by WWS. The
section of main being tested shall be limited to a maximum length of 2000 feet.
When testing against closed metal-seated mainline valves, an additional leakage per
closed valve of 0.0078 gal/hr/in. of nominal valve size shall be allowed. Any
questions pertaining to procedures used during the test shall be decided WWS.
D.
The maximum allowable leakage for all pipelines shall be 20 U.S. gallons per inch of
diameter per mile of pipe per twenty-four hours for pipe with 20-ft or less joint lengths
and with rubber-gasketed joints. In the case of pipelines that fail to pass the prescribed
leakage test, the CONTRACTOR shall determine the cause of the leakage, shall take
corrective measures necessary to repair the leaks, and shall again test the pipelines.
WTP 1A WATER STORAGE TANK
15995-2
3.03
DISINFECTION
A.
Before being placed in service, all new water mains and repaired portions of, or
extension to existing mains shall be disinfected. Disinfection shall be done in
accordance with the provisions of AWWA Standard C651 and Florida Administrative
Code 62-555.
B.
The basic disinfection procedure consists of:
1.
Inject treatment disinfectant to yield a minimum chlorine content of 50 ppm into
piping system.
2.
Allow solution to remain in the tanks and pipes for twenty-four hours or longer, if
required, to destroy all harmful bacteria.
3.
Operate all valves and other appurtenances during disinfection to assure the
sterilizing mixture is dispersed into all parts of the system.
4.
After the solution has been retained for the required time, pipes shall be flushed
and filled with municipal domestic water. Sterilizing water shall be disposed of in
an approved manner. Sterilizing water shall not be allowed to flow into a waterway
without reducing chlorine concentrations to a safe level. The CONTRACTOR shall
be responsible for meeting all applicable requirements and acquiring all necessary
permits for this work.
5.
Take one bacteriological sample and test for every 1000 L.F. of line or fraction
thereof plus one at each dead end location. Samples shall be taken and tested on
each of two successive days. CONTRACTOR shall submit sample to a laboratory,
approved by ENGINEER, for testing.
C.
Disinfection of water mains shall be considered as incidental to the work of constructing
the water main and all costs thereof shall be included in the unit contract price per linear
foot for pipe installation.
D.
Should the initial treatment result in an unsatisfactory bacterial test, the original
chlorination procedure shall be repeated by the CONTRACTOR until satisfactory results
are obtained. Failure by the CONTRACTOR to get a satisfactory test shall be
considered as failure of the CONTRACTOR to keep the pipe clean during construction,
or to properly chlorinate the main, and no additional payment will be made for re-flushing
and re-chlorinating until a satisfactory test is made.
3.04
TESTS
A.
Provide analysis of treated water to meet standards and received acceptance from the
Broward County Health Department.
B.
Test samples in accordance with AWWA C601.
C.
Quality Assurance
WTP 1A WATER STORAGE TANK
15995-3
1.
D.
Regulatory Requirements
1.
E.
Conform to Chapter 17-22 of the Florida Administrative Code.
Submittals
1.
2.
F.
Testing Laboratory: Certified for examination of drinking water in compliance with
applicable legislation of the State of Florida.
Submit name of testing laboratory and evidence of qualification.
Submit three copies of reports.
Project Record Documents
1.
Submit reports under provisions of Section 01700, Project Closeout.
2.
Bacteriological report shall accurately record:
a.
3.05
b.
Date issued, project name, and testing laboratory name, address, and
telephone number.
Time and date of water sample collection.
c.
Name of person collection sample.
d.
Test locations.
e.
Initial and twenty-four hour disinfectant residuals in ppm for each outlet
tested.
f.
Coliform bacteria test results for each outlet tested.
g.
Certification that water conforms, or fails to conform to bacterial standards of
State of Florida.
h.
Bacteriologist's signature.
CONNECTIONS TO EXISTING SYSTEM
1.
Where connections are to be made to an existing potable water system, the interior
surfaces of all pipe and fittings used in making the connections shall be swabbed or
sprayed with a one percent (50 PPM) hypochlorite solution before they are installed.
Thorough flushing shall be started as soon as the connection is completed and shall be
continued until discolored water is eliminated.
2.
Prior to actual connections to the existing potable water system, record drawings,
hydrostatic pressure test results, and bacterial test results shall be submitted to the
ENGINEER. Upon approval from the Broward County Public Health Department, the
connection can be constructed.
-END OF SECTIONWTP 1A WATER STORAGE TANK
15995-4
SECTION 16010- BASIC ELECTRICAL REQUIREMENTS
PART 1 - GENERAL
1.01
RELATED SECTIONS
A. Requirements specified within this section apply to all sections in Division
16, ELECTRICAL. Work specified herein shall be performed as if specified in the
individual sections.
1.02
DESIGN REQUIREMENTS
A. All electronic boards as part of electrical equipment shall meet the atmospheric
conditions of the space the equipment is installed in. All electronic boards that
are not installed in a conditioned environment shall be fungus-resistant.
B. All electrical equipment shall be rated for the conditions the equipment is
installed in.
1.03
A.
STANDARDS, CODES, PERMITS, AND REGULATIONS
Perform all work; furnish and install all materials and equipment in full accordance
with the latest applicable rules, regulations, requirements, and specifications of the
following:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
Local Laws and Ordinances.
State and Federal Laws.
National Electrical Code (NEC).
State Fire Marshal.
Underwriters' Laboratories (UL).
National Electrical Safety Code (NESC).
American National Standards Institute (ANSI).
National Electrical Manufacturer's Association (NEMA).
National Electrical Contractor's Association (NECA) Standard of Installation.
Institute of Electrical and Electronics Engineers (IEEE).
Insulated Cable Engineers Association (ICEA).
Occupational Safety and Health Act (OSHA).
National Electrical Testing Association (NETA).
American Society for Testing and Materials (ASTM).
Florida Building Code, including Broward County amendments.
B.
Conflicts, if any, which may exist between the above items, will be resolved
at the discretion of the ENGINEER.
C.
Wherever the requirements of the Specifications or Drawings exceed those of the
above items, the requirements of the Specifications or Drawings govern. Code
WTP 1A WATER STORAGE TANK
16010-1
compliance is mandatory. Construe nothing in the Contract
permitting work not in compliance with these codes.
D.
1.04
Documents
as
Obtain all permits and pay all fees required by any governmental agency
having jurisdiction over the work. Arrange all inspections required by these
On completion of the work, furnish satisfactory evidence to the
agencies.
ENGINEER that the work is acceptable to the regulatory authorities having
jurisdiction.
ELECTRICAL COORDINATION
A. Work Provided Under this Contract:
1.05
A.
1.
Provide and install all electrical / analogue signal wiring, conduit and
appurtenances described in the drawings and specifications, complete in
place.
2.
Provide and install all electrical equipment necessary to support instrumentation
and control systems complete in place.
3.
The CONTRACTOR is responsible for miscellaneous items such as equipment
or appurtenances not specifically shown on the drawings but obviously
necessary for a complete working system in place.
4.
Provide and install all conduits and wiring indicated on the drawings for a
complete working system in place.
5.
Provide and install all electrical to support instrumentation and control systems
complete in place.
SUBMITTALS
Quality Control Submittals:
1.
B.
Site test certification and
ELECTRICAL Sections.
reports
as specified
in
other
Division
16,
The following information shall be provided for electrical equipment furnished
under specifications 16050 Basic Electrical Materials and Methods:
1. A copy of each specification section, with addendum updates included,
and all referenced and applicable sections, with addendum updates included,
with each paragraph check-marked to indicate specification compliance or
marked to indicate requested deviations from specification requirements.
Check-marks shall denote full compliance with a paragraph as a whole. If
deviations from the specifications are indicated, and therefore requested by the
CONTRACTOR, each deviation shall be underlined and denoted by a number
in the margin to the right of the identified paragraph. The remaining portions
WTP 1A WATER STORAGE TANK
16010-2
of the paragraph not underlined shall signify compliance on the part of the
CONTRACTOR with the specifications. The submittal shall be accompanied by
a detailed, written justification for each deviation.
C.
Electrical equipment submittals shall be made by specification section. Submit one
package per specification section and do not group multiple specification sections
under one submittal package.
D.
Provide a conduit plan for power, instrumentation and control conduits, both
interior and exterior, showing routing, size and stub up locations for buried or in
slab conduits.
1.06
ENVIRONMENTAL CONDITIONS
A. All indoor process equipment areas shall be considered wet locations.
1.07
INSPECTION OF THE SITE AND EXISTING CONDITIONS
A. The Electrical Drawings were developed from past record drawings and
information supplied by the COUNTY. Verify all scaled dimensions prior to
submitting bids.
B.
Before submitting a bid, visit the site and determine conditions at the site and
at all existing structures in order to become familiar with all existing conditions and
electrical system which will, in any way or manner, affect the work required under
this Contract. No subsequent increase in Contract cost will be allowed for additional
work required because of the CONTRACTOR'S failure to fulfill this requirement.
C.
Carry out any work involving the shutdown of the existing services to any
piece of equipment now functioning in existing areas at such time as to provide
the least amount of inconvenience to the COUNTY. Do such work when directed by
the ENGINEER.
D. After award of Contract, locate all existing underground utilities at each area of
construction activity. Protect all existing underground utilities during construction.
Pay for all required repairs without increase in Contract cost, should damage to
underground utilities occur during construction.
1.08. RESPONSIBILITY
A.
The CONTRACTOR shall be responsible for:
1. Complete systems in accordance with the intent of these Contract Documents.
2. Coordinating the details of facility equipment and construction for all Specification
Divisions that affect the work covered under Division 16, ELECTRICAL.
3. Furnishing and installing all incidental items not actually shown or specified,
WTP 1A WATER STORAGE TANK
16010-3
but which are required by good practice to provide complete functional systems.
1.09
A.
INTENT OF DRAWINGS
Electrical plan Drawings show only general location of equipment, devices, and
raceway, unless specifically dimensioned. The CONTRACTOR shall be responsible
for the proper routing of raceway, subject to the approval of the ENGINEER.
PART 2 - PRODUCTS
2.01
A.
GENERAL
Provide materials and equipment
been established by that agency.
listed
by
UL wherever
standards
have
PART 3 - EXECUTION
3. 01 GENERAL
A.
B.
3.02
A.
Electrical Drawings show general locations of equipment, devices, and conduit,
unless specifically dimensioned.
Install work in accordance with NECA Standard of Installation, unless otherwise
specified.
CHECKOUT AND STARTUP
Startup:
1. Assist the Instrumentation and Control CONTRACTOR in verifying signal integrity
of all control and instrumentation signals.
END OF SECTION-
WTP 1A WATER STORAGE TANK
16010-4
SECTION 16050 - BASIC ELECTRICAL MATERIALS AND METHODS
PART 1 – GENERAL
1.01 REFERENCES
A. The following is a list of standards that may be referenced in this section:
1. American National Standards Institute (ANSI):
a. C55.1,Standard for Shunt Power Capacitors.
b. C62.11, Standard for Metal-Oxide Surge Arrestors for AC Circuits.
c. Z55.1, Gray Finishes for Industrial Apparatus and Equipment.
2. American Society for Testing and Materials (ASTM):
a. A167, Standard Specification for Stainless and Heat-Resisting ChromiumNickel Steel Plate, Sheet, and Strip.
b. A240, Standard Specification for Heat-Resisting Chromium and
Chromium­ Nickel Stainless Steel Plate, Sheet, and Strip for Pressure
Vessels.
c. A570, Standard Specification for Steel, Sheet, and Strip, Carbon, HotRolled, Structural Quality.
3. Federal Specifications (FS):
a. W-C-596, Connector, Receptacle, Electrical.
b. W-S-896E, Switches, Toggle, Flush Mounted.
4. National Electrical CONTRACTOR'S Association, Inc. (NECA): 5055, Standard of
Installation.
5. National Electrical Manufacturers Association (NEMA):
a.
b.
c.
d.
e.
f.
g.
h.
i.
250, Enclosures for Electrical Equipment (1000 Volts Maximum).
AB 1, Molded Case Circuit Breakers and Molded Case Switches.
CP I, Shunt Capacitors.
ICS 2, Industrial Control Devices, Controllers, and Assemblies.
KS 1, Enclosed Switches.
LA I, Surge Arrestors.
PB 1, Panelboards.
ST 20, Dry-Type Transformers for General Applications.
WD I, General Requirements for Wiring Devices.
6. National Fire Protection Association (NFPA): 70, National Electrical Code (NEC).
WTP 1A WATER STORAGE TANK
16050-1
7. Underwriters Laboratories, Inc. (UL):
a. 67, Standard for Panelboards.
b. 98, Standard for Enclosed and Dead-Front Switches.
c. 198C, Standard for Safety High-Interrupting-Capacity Fuses, Current-Limiting
Types.
d. 198E, Standard for Class Q Fuses.
e. 486E, Standard for Equipment Wiring Terminals.
f. 489, Standard for Molded Case Circuit Breakers and Circuit Breaker
Enclosures.
g. 508, Standard for Industrial Control Equipment.
h. 943, Standard for Ground-Fault Circuit Interrupters.
i. 1059, Standard for Terminal Blocks.
1. 02 SUBMITTALS
A. Shop Drawings:
1.
2.
3.
4.
5.
6.
7.
8.
1.03
A.
Device boxes for use in hazardous areas.
Junction and pull boxes used at, or below, grade.
Hardware.
Terminal junction boxes.
Panelboards and circuit breaker data.
Fuses.
All other miscellaneous material part of this project.
Wire pulling compound.
QUALITY A SSURANCE
UL Compliance: Materials manufactured within scope of Underwriters Laboratories
shall conform to UL Standards and have an applied UL listing mark.
B. Hazardous Areas: Materials and devices shall be specifically approved for
hazardous areas of the class, division, and group shown and of a construction that
will ensure safe performance when properly used and maintained.
PART 2 - PRODUCTS
2.01
OUTLET AND DEVICE BOXES
A. Sheet Steel: One-piece drawn type, zinc- or cadmium-plated.
B. Cast Metal:
1.
2.
3.
4.
Box: Cast ferrous metal.
Cover: Gasketed, weatherproof, cast ferrous metal, with stainless steel screws.
Hubs: Threaded.
Lugs (Cast Mounting) Manufacturer:
WTP 1A WATER STORAGE TANK
16050-2
a. Crouse-Hinds; Type FS or FD.
b. Appleton; Type FS or FD.
c. Or Approved Equal.
C. Cast Aluminum:
1. Material:
a. Box: Cast, copper-free aluminum.
b. Cover: Gasketed, weatherproof, cast copper-free aluminum with stainless
steel screws.
2. Hubs: Threaded.
3. Lugs: Cast mounting.
4. Manufacturers:
a. Crouse-Hinds; Type FS-SA or FD-SA.
b. Appleton; Type FS or FD.
c. Or Approved Equal.
D. PVC-Coated Sheet Steel:
1.
2.
3.
4.
Type: One-piece.
Material: Zinc- or cadmium-plated.
Coating: All surfaces; 40-mil PVC.
Manufacturer: Appleton or approved equal.
E. Nonmetallic:
1. Box: PVC.
2. Cover: PVC, weatherproof, with stainless steel screws.
3. Manufacturer: Carlon: Type FS or FD, with Type E98 or E96 covers or approved
equal.
2.02
JUNCTION AND PULL BOXES
A. Outlet Boxes Used as Junction or Pull Box: As specified under Article OUTLET
AND DEVICE BOXES.
B. Large Sheet Steel Box: NEMA 250, Type 1.
1. Box: Code-gauge, galvanized steel.
2. Cover: Full access, screw type.
3. Machine Screws: Corrosion-resistant.
C. Large Cast Metal Box: NEMA 250, Type 4.
1. Box: Cast malleable iron, hot-dip galvanize finished, with drilled and tapped
conduit entrances.
WTP 1A WATER STORAGE TANK
16050-3
2. Cover: Hinged with screws.
3. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel.
4. Manufacturers, Surface Mounted Type:
a. Crouse-Hinds; Series W.
b. O.Z./Gedney;Series Y.
c. Or Approved Equal.
5. Manufacturers, Recessed Type:
a. Crouse-Hinds; Type WJBF.
b. O.Z./Gedney;Series YR.
c. Or Approved Equal.
D. Large Stainless Steel Box: NEMA 250, Type 4X.
1.
2.
3.
4.
Box: 14-gauge, ASTM A240, Type 304 stainless steel.
Cover: Hinged with screws.
Hardware and Machine Screws: ASTM A167, Type 304 stainless steel.
Manufacturers:
a. Hoffman Engineering Co.
b. Robroy Industries.
c. Or Approved Equal.
E. Large Steel Box: NEMA 250, Type 4.
1. Box: 12-gauge steel, with white enamel painted interior and gray primed exterior,
over phosphated surfaces, with final ANSI Z55.1, No. 61 gray enamel on exterior
surfaces.
2. Cover: Hinged with screws.
3. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel.
4. Manufacturers:
a. Hoffman Engineering Co.
b. Robroy Industries.
c. Or Approved Equal.
F. Large Nonmetallic Box:
1. NEMA 250, Type 4X.
2. Box: High-impact, fiberglass-reinforced polyester or engineered thermoplastic, with
stability to high heat.
3. Cover: Hinged with screws.
4. Hardware and Machine Screws: ASTM A167, Type 316 stainless steel.
5. Conduit hubs and mounting lugs.
6. Manufacturers:
WTP 1A WATER STORAGE TANK
16050-4
a.
b.
c.
d.
Crouse-Hinds; Type NJB.
Carlon; Series N, C, or H.
Robroy Industries.
Or approved Equal.
G. Concrete Box:
1.
2.
3.
4.
Box: Reinforced, cast concrete.
Cover: Cast iron.
Cover Marking: ELECTRICAL, TELEPHONE, or as shown.
Manufacturers:
a. Brooks Products Inc.; No. 36/36T.
b. Qwikset; W 17.
c. Or Approved Equal.
2.03
WIRING DEVICES
A. Switches:
1. NEMA WD I and FS W-S-896E.
2. Specification grade, totally enclosed, ac type, with quiet tumbler switches and
screw terminals.
3. Capable of controlling 100 percent tungsten filament and fluorescent lamp loads.
4. Rating: 20 amps, 120/277 volts.
5. Color:
a. Office Areas: Ivory.
b. Other Areas: Brown.
6. Switches with Pilot Light: 125-volt, neon light with red jewel, or lighted toggle when
switch is ON.
7. Manufacturers or approved equal:
a.
b.
c.
d.
e.
Bryant.
Leviton.
Hubbell.
Pass and Seymour.
Arrow Hart.
B. Receptacle, Single and Duplex:
1. NEMA WD 1 and FS W-C-596.
2. Specification grade, two-pole, three-wire grounding type with screw type wire
terminals suitable for No. 10 AWG.
3. High strength, thermoplastic base color.
4. Color:
a. Office Areas: Ivory.
WTP 1A WATER STORAGE TANK
16050-5
b. Other Areas: Brown.
5. Contact Arrangement: Contact to be made on two sides of each inserted blade
without detent.
6. Rating: 125 volts, NEMA WD 1, Configuration 5-20R, 20 amps.
7. Manufacturers or approved equal:
a.
b.
c.
d.
e.
f.
Bryant.
Leviton.
Hubbell.
Pass and Seymour.
Sierra.
Arrow Hart.
C. Receptacle, Ground Fault Circuit Interrupter: Duplex, specification grade, tripping
at 5 mA.
1. Color: Ivory.
2. Rating: 125 volts, NEMA WD 1, Configuration 5-20R, 20 amps,
capable of interrupting 5,000 amps without damage.
3. Size: For 2-inch by 4-inch outlet boxes.
4. Standard Model: NEMA WD 1 with No. 12 AWG copper USE/RHH/RHW-XLPE
insulated pigtails and provisions for testing.
5. Feed-Through Model: NEMA WD 1, with No. 12 AWG copper USE/RHH/RHWXLPE insulated pigtails and provisions for testing.
6. Manufacturers:
a.
b.
c.
d.
e.
f.
Pass and Seymour.
Bryant.
Leviton.
Hubbell.
Arrow Hart.
Or Approved Equal.
D. Receptacle, Special-Purpose:
1. Rating and number of poles as indicated or required for anticipated purpose.
2. Matching plug with cord-grip features for each special-purpose receptacle.
E. Multi-outlet Surface Raceway System: Three-wire grounding receptacles, spaced
on 6- inch centers with insulated grounding conductor to each receptacle.
1. Color: Gray with black receptacles.
2. Manufacturers:
a. Plugmold; 2000.
b. Walker; Duct 2GW.
c. Or Approved Equal.
WTP 1A WATER STORAGE TANK
16050-6
2.04
DEVICE PLATES
A. General: Sectional type plates not permitted.
B. Plastic:
1. Material: Specification grade, 0.10-inch minimum thickness, noncombustible,
thermosetting.
2. Color: To match associated wiring device.
3. Mounting Screw: Oval-head metal, color matched to plate.
C. Metal:
1. Material: Specification grade, one-piece, 0.040-inch nominal thickness
stainless steel.
2. Finish: ASTM A167, Type 302/304, satin.
3. Mounting Screw: Oval-head, finish matched to plate.
D. Cast Metal:
1. Material: Malleable ferrous metal, with gaskets.
2. Screw: Oval-head stainless steel.
E. Engraved:
1. Character Height: 3/16 inch.
2. Filler: Black.
F. Weatherproof:
1. For Receptacles: Gasketed, cast metal or stainless steel, with individual cap
over each receptacle opening.
2. Mounting Screw: Stainless steel.
a. Cap Spring: Stainless steel.
b. Manufacturers:
(1) Bryant.
(2) Hubbell.
(3) Pass and Seymour.
(4) Crouse-Hinds; Type WLRD or WLRS.
(5) Arrow Hart.
(6) Or Approved Equal.
3. For Switches: Gasketed, cast metal incorporating external operator for
internal switch.
a. Mounting Screw: Stainless steel.
WTP 1A WATER STORAGE TANK
16050-7
b. Manufacturers:
(1) Crouse-Hinds: DS-181 or DS-185.
(2) Appleton; FSK-LVTS or FSK-IVS.
(3) Or Approved Equal.
G. Raised Sheet Metal: 1/2-inch high zinc-or cadmium-plated steel designed for onepiece drawn type sheet steel boxes.
2.05
FUSED SWITCH, INDIVIDUAL, 0 TO 600 VOLTS
A. UL 98 listed for use and location of installation.
B. NEMA KS 1 and UL 98 Listed for application to system with available short
circuit current of 22,000 amps rms symmetrical.
C. Quick-make, quick-break, motor rated, load-break, heavy-duty (HD) type with
external markings clearly indicating ON/OFF positions.
D. Suitable for use with 75 degrees C wire at full NFPA 70, 75 degrees C capacity .
E. Fuse mountings shall reject Class H fuses and accept only current limiting fuses
specified.
F. Enclosure: NEMA 250, Type 12, Industrial Use, 4X- outdoors, wet locations
and corrosive areas, unless otherwise shown.
G. Interlock: Enclosure and switch to prevent opening cover with switch in the ON
position.
2.06
NONFUSED SWITCH, INDIVIDUAL, 0 TO 600 VOLTS
A. NEMA KS 1.
B. Quick-make, quick-break, motor rated, load-break, heavy-duty (HD) type with
external markings clearly indicating ON/OFF positions.
C. Suitable for use with 75 degrees C wire at full NFPA 70, 75 degrees capacity.
D. Enclosure: NEMA 250, T ype 12, industrial use, 4X- outdoors, wet locations
and corrosive areas, unless otherwise shown.
E. Interlock: Enclosure and switch to prevent opening cover with switch in the ON
position.
2.07
FUSE, 0 TO 600 VOLTS
WTP 1A WATER STORAGE TANK
16050-8
A. Current-limiting, with 200,000-ampere rms interrupting rating.
B. Provide to fit mountings specified with switches and features to reject Class H
fuses.
C. Motor and Transformer Circuits, 0- to 600-Volt:
1. Amperage: 0 to 600.
2. UL 198E, Class RK-1, dual element, with time delay.
3. Manufacturers:
a. Bussmann; Type LPS-RK.
b. Littlefuse; Type LLS-RK.
c. Or Approved Equal.
D. Motor and Transformer Circuits, 0- to 250-Volt:
1. Amperage: 0 to 600.
2. UL 198E, Class RK-1, dual element, with time delay.
3. Manufacturers:
a. Bussmann; Type LPN-RK.
b. Littlefuse; Type LLN-RK.
c. Or Approved Equal
E. Feeder and Service Circuits, 0- to 600-Volt:
1. Amperage: 0 to 600.
2. UL 198E, Class RK-1, dual element, with time delay.
3. Manufacturers:
a. Bussmann; Type LPS-RK.
b. Littlefuse; Type LLS-RK.
c. Or Approved Equal.
F. Feeder and Service Circuits, 0- to 250-Volt:
1. Amperage: 0 to 600.
2. UL 198E, Class RK-1, dual element, with time delay.
3. Manufacturers:
a. Bussmann; Type LPN-RK.
b. Littleluse; Type LLN-RK.
c. Or Approved Equal.
G. Feeder and Service Circuits, 0- to 600-Volt:
WTP 1A WATER STORAGE TANK
16050-9
1. Amperage: 601 to 6,000.
2. UL 198C, Class L, double 0-rings and silver links.
3. Manufacturers:
a. Bussmann; Type KRP-C.
b. Littlefuse; Type KLPC.
c. Or Approved Equal.
2.08
PUSHBUTTON, INDICATING LIGHT, AND SELECTOR SWITCHES
A. Contact Rating: NEMA ICS 2, Type A600.
B. Selector Switch Operating Lever: Standard.
C. Indicating Lights: Push-to-test.
D. Pushbutton Color:
1. ON or START: Red.
2. OFF or STOP: Black.
E. Pushbuttons and selector switches lockable in the OFF position where
indicated.
F. Legend Plate:
1. Material: Aluminum.
2. Engraving: 11 character/spaces on one line, 14 character/spaces on each of two
lines, as required, indicating specific function.
3. Letter Height: 7/64 inch.
G. Manufacturers:
1. Heavy-Duty, Oiltight Type:
a.
b.
c.
d.
General Electric; Type CR 104P.
Square D; Type T.
Cutler-Hammer; Type 10250T.
Or Approved Equal.
2. Heavy-Duty, Watertight, and Corrosion-Resistant Type:
a.
b.
c.
d.
e.
Square D; Type SK.
General Electric; Type CR 104P.
Cutler-Hammer; Type E34.
Crouse-Hinds; Type NCS.
Or Approved Equal.
WTP 1A WATER STORAGE TANK
16050-10
2.09
TERMINAL JUNCTION BOX
A. Cover: Hinged, unless otherwise shown.
B. Terminal Blocks: Provide separate connection point for each conductor
entering or leaving box.
1. Spare Terminal Points: 25 percent.
C. Interior Finish: Paint with white enamel or lacquer.
2.10
TERMINAL BLOCK (0 TO 600 VOLTS)
A. UL 486E and UL 1059.
B. Size components to allow insertion of necessary wire sizes.
C. Capable of termination of all control circuits entering or leaving equipment,
panels, or boxes.
D. Screw clamp compression, dead front barrier type, with current bar providing
direct contact with wire between the compression screw and yoke.
E. Yoke, current bar, and clamping screw of high strength and high conductivity
metal.
F. Yoke shall guide all strands of wire into terminal.
G. Current bar shall ensure vibration-proof connection.
H. Terminals:
1. Capable of wire connections without special preparation other than stripping.
2. Capable of jumper installation with no loss of terminal or rail space.
3. Individual, rail mounted.
I.
Marking system: allow use of preprinted or field-marked tags.
J. Manufacturers:
1.
2.
3.
4.
2.11
Weidmuller.
Ideal.
Electrovert.
Or Approved Equal.
MAGNETIC CONTROL RELAY
WTP 1A WATER STORAGE TANK
16050-11
A. NEMA ICS 2, Class A600 (600 volts, 10 amps continuous, 7,200VA make,
720VA break), industrial control with field convertible contacts.
B. Time Delay Relay Attachment:
1. Pneumatic type, timer adjustable from 0.2 to 60 seconds (minimum).
2. Field convertible from ON delay to OFF delay and vice versa.
C. Latching Attachment: Mechanical latch having unlatching coil and coil clearing
contacts.
D. Manufacturers:
1. Cutler-Hammer; Type M-600.
2. General Electric; Type CR120B.
3. Or Approved Equal.
2.12
A.
B.
C.
D.
NAMEPLATES
Material: Laminated plastic.
Attachment Screws: Stainless steel.
Color: White, engraved to a black core.
Engraving:
1. Pushbuttons/Selector Switches: Name of drive controlled on one, two, or three
lines, as required.
2. Panelboards: Panelboard designation, service voltage, and phases.
E. Letter Height:
1. Pushbuttons/Selector Switches: 1/8 inch.
2. Panelboards: 1/4 inch.
PART 3 - EXECUTION
3.01
GENERAL
A. Install equipment in accordance with NECA 5055.
3.02
OUTLET AND DEVICE BOXES
A. Install suitable for conditions encountered at each outlet or device in the wiring
or raceway system, sized to meet NFPA 70 requirements.
B. Size:
1. Depth: Minimum 2 inches, unless otherwise required by structural conditions.
Box extensions not permitted.
a. Hollow Masonry Construction: Install with sufficient depth such that conduit
knockouts or hubs are in masonry void pace.
WTP 1A WATER STORAGE TANK
16050-12
2. Ceiling Outlet: Minimum 4-inch octagonal sheet steel device box, unless
otherwise required for installed fixture.
3. Switch and Receptacle: Minimum 2-inch by 4-inch sheet steel device box.
C. Locations:
1. Drawing locations are approximate.
2. To avoid interference with mechanical equipment or structural features, relocate
outlets as directed by ENGINEER.
3. Light Switch: Install on lock side of doors.
4. Light Fixture: Install in symmetrical pattern according to room layout
unless otherwise shown.
D. Mounting Height:
1. General:
a. Measured to centerline of box.
b. Where specified heights do not suit building construction or finish, mount
as directed by ENGINEER.
2. Light Switch: 48 inches above floor.
3. Thermostat: 54 inches above floor.
4. Telephone Outlet: 6 inches above counter tops or 15 inches above floor.
5. Wall Mounted Telephone Outlet: 52 inches above floor.
6. Convenience Receptacle:
a. General Interior Areas: 15 inches above floor.
b. General Interior Areas (Counter Tops): Install device plate bottom or side
flush with top of splashback, or 6 inches above countertops without
splashback.
c. Industrial Areas, Workshops: 48 inches above floor.
d. Outdoor, All Areas: 24 inches above finished grade.
7. Special-Purpose Receptacle: 54 inches above floor or as shown.
E. Install plumb and level.
F.
Flush Mounted:
1. Install with concealed conduit.
2 Install proper type extension rings, or plaster covers, to make edges of boxes
flush with finished surface.
3. Holes in surrounding surface shall be no larger than required to receive box.
G. Support boxes independently of conduit by attachment to building structure or
structural member.
H. Install bar hangers in frame construction, or fasten boxes directly with wood screws
on wood, bolts and expansion shields on concrete or brick, toggle bolts on hollow
masonry units, and machine screws threaded into steelwork.
WTP 1A WATER STORAGE TANK
16050-13
I. Threaded studs driven in by powder charge and provided with lock washers and
nuts are acceptable in lieu of expansion shields.
J. Provide plaster rings where necessary.
K. Boxes embedded in concrete or masonry need not be additionally supported.
L. Install stainless steel mounting hardware in industrial areas.
M. Boxes Supporting Fixtures: Provide means of attachment with adequate
strength to support fixture.
N. Open no more knockouts in sheet steel device boxes than are required; seal
unused openings.
0. Box Type (Steel Raceway System):
1. Exterior Locations:
a.
b.
c.
d.
Exposed Raceways: Cast metal.
Concealed Raceways: Cast metal.
Concrete Encased Raceways: Cast metal.
Class I, II, or Ill Hazardous Areas: Cast metal.
2. Interior Dry Locations:
a.
b.
c.
d.
e.
f.
Exposed Rigid Conduit: Cast metal.
Exposed EMT: Sheet steel.
Concealed Raceways: Sheet steel.
Concrete Encased Raceways: Cast metal.
Lighting Circuits, Ceiling: Sheet steel.
Class I, II, or Ill Hazardous Areas: Cast metal.
3. Interior Wet Locations:
a.
b.
c.
d.
e.
Exposed Raceways: Cast metal.
Concealed Raceways: Cast metal.
Concrete Encased Raceways: Cast metal.
Lighting Circuits, Ceiling: Sheet steel.
Class I, II, or Ill Hazardous Areas: Cast metal.
4. Cast-In-Place Concrete Slabs: Sheet steel.
P. Box Type (Rigid Aluminum Raceway System): Cast aluminum.
Q.
Box Type (Nonmetallic Raceway System):
1. Corrosive Locations: Nonmetallic.
WTP 1A WATER STORAGE TANK
16050-14
2. Exposed Raceways: Nonmetallic.
3. Concealed Raceways: Nonmetallic.
4. Concrete Encased Raceways: Nonmetallic.
R. Box Type, Corrosive Locations (PVC-Coated Rigid Galvanized Steel Raceway
System): PVC coated cast metal.
3.03
JUNCTION AND PULL BOXES
A. Install where shown and where necessary to terminate, tap-off, or redirect
m ultiple conduit runs.
B. Install pull boxes where necessary in raceway system to facilitate conductor
installation.
C. Install in conduit runs at least every 150 feet or after the equivalent of three right
angle bends.
D. Use outlet boxes as junction and pull boxes wherever possible and
allowed by applicable codes.
E. Installed boxes shall be accessible.
F. Do not install on finished surfaces.
G. Install plumb and level.
H. Support boxes independently of conduit by attachment to building structure or
structural member.
I. Install bar hangers in frame construction, or fasten boxes directly with wood
screws on wood, bolts and expansion shields on concrete or brick, toggle bolts on
hollow masonry units, and machine screws or welded threaded studs on
steelwork.
J. Threaded studs driven in by powder charge and provided with lock washers and
nuts are acceptable in lieu of expansion shields.
K. Boxes embedded in concrete or masonry need not be additionally
supported.
L. At or Below Grade:
1. Install boxes for below grade conduit flush with finished grade in locations
outside of paved areas, roadways, or walkways.
2. If adjacent structure is available, box may be mounted on structure surface
just above finished grade in accessible but unobtrusive location.
3. Obtain ENGINEER'S written acceptance prior to installation in paved
a reas, roadways, or walkways.
4. Use boxes and covers suitable to support anticipated weights.
M. Flush Mounted:
1. Install with concealed conduit.
2. Holes in surrounding surface shall be no larger than required to receive box.
3. Make edges of boxes flush with final surface.
N. Mounting Hardware:
WTP 1A WATER STORAGE TANK
16050-15
1. Non-corrosive Interior Areas: Galvanized.
2. All Other Areas: Stainless steel.
0. Location/Type:
1.
2.
3.
4.
5.
Finished, Indoor, Dry: NEMA 250, Type 1.
Unfinished, Indoor, Dry: NEMA 250, Type 12.
Unfinished, Indoor and Outdoor, Wet and Corrosive: NEMA 250, Type 4X.
Unfinished, Indoor and Outdoor, Wet, Dust, or Oil: NEMA 250, Type 13.
Unfinished, Indoor and Outdoor, Hazardous: NEMA 250, Type 7 and Type 9,
where indicated.
6. Underground Conduit: Concrete Encased.
7. Corrosive Locations: Nonmetallic.
3.04
WIRING D EVICES
A. Switches:
1. Mounting Height: See Paragraph OUTLET AND DEVICE BOXES.
2. Install with switch operation in vertical position.
3. Install single-pole, two-way switches such that toggle is in up position when
switch is on.
B. Receptacles:
1. Install with grounding slot down except where horizontal mounting is shown, in
which case install with neutral slot up.
2. Ground receptacles to boxes with grounding wire only.
3. Weatherproof Receptacles:
a. Install in cast metal box.
b. Install such that hinge for protective cover is above receptacle opening.
4. Ground Fault Interrupter: Install feed-through model at locations where ground
fault protection is specified for "downstream" conventional receptacles.
5. Special-Purpose Receptacles: Install in accordance with manufacturer's
instructions.
C. Multi-outlet Surface Raceway System:
1. Install in accordance with manufacturer's instructions.
2. Wire alternate outlets to each circuit where two-circuit, three-wire supply is
shown.
3.05
DEVICE PLATES
A. Securely fasten to wiring device; ensure a tight fit to the box.
B. Flush Mounted: Install with all four edges in continuous contact with finished wall
surfaces without use of mats or similar materials. Plaster fillings will not be
WTP 1A WATER STORAGE TANK
16050-16
acceptable.
C. Surface Mounted: Plate shall not extend beyond sides of box unless plates
have no sharp corners or edges.
D. Install with alignment tolerance to box of 1/16 Inch.
E. Engrave with designated titles.
F. Types (Unless Otherwise Shown):
1. Office: Stainless Steel.
2. Exterior: Weatherproof.
3. Interior:
a. Flush Mounted Boxes: Stainless Steel.
b. Surface Mounted, Cast Metal Boxes: Cast metal.
c. Surface Mounted, Sheet Steel Boxes: Stainless Steel.
d. Surface Mounted, Nonmetallic Boxes: Plastic.
3.06
PUSHBUTTON, INDICATING LIGHT, AND SELECTOR SWITCH
A. Heavy-duty, Oil-tight Type: Locations (Unless Otherwise Shown): Nonhazardous, indoor, dry locations, including motor control centers, control
panels, and individual stations.
B. Heavy-duty, Watertight, and Corrosion-Resistant Type:
1. Locations (Unless Otherwise Shown): Non-hazardous, outdoor, or normally
wet areas.
2. Mounting: NEMA 250, Type 4X enclosure.
3.07
TERMINAL JUNCTION BOX
A. Install in accordance with Paragraph JUNCTION AND PULL BOXES.
B. Label each block and terminal with permanently attached, non-destructible tag.
C. Do not install on finished outdoor surfaces.
D. Location:
1. Finished, Indoor, Dry: NEMA 250, Type 1.
2. Unfinished, Indoor, Dry: NEMA 250, Type 12.
3. Unfinished, Indoor and Outdoor, Wet and Corrosive: NEMA 250, Type 4X.
4. Unfinished, Indoor and Outdoor, Wet, Dust, or Oil: NEMA 250, Type 13.
3.08
SUPPORT AND FRAMING CHANNEL
A. Furnish zinc-rich primer; paint cut ends prior to installation, where applicable.
WTP 1A WATER STORAGE TANK
16050-17
B. Install where required for mounting a nd supporting electrical equipment and
raceway systems.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
16050-18
SECTION 16110 - RACEWAYS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
Furnish and install complete raceway systems as shown on the Drawings
and as specified herein, all in accordance with the requirements of the Contract
Documents.
APPLICATIONS
A. All exposed outdoor raceways shall be in Schedule 80 PVC conduit.
underground and indoor conduit shall be in Schedule 40 PVC.
All
B.
Electrical metallic tubing conduit shall not be used on this project.
C.
Rigid Schedule 40 PVC conduit shall be used in concrete encasement.
D.
Rigid Schedule 80 PVC conduit shall be used in all exposed corrosive locations.
E.
All instrumentation raceways for exposed, underground, and concrete encased
installations shall be rigid galvanized steel conduits unless otherwise noted on the
Drawings.
F.
Outlet, switch, pull and junction boxes for flush-mounting in general purpose
locations shall be one-piece, galvanized, pressed steel. Ceiling boxes for flushmounting in concrete shall be galvanized, pressed steel.
G.
Outlet, switch, pull and junction boxes where surface mounted in exposed locations
shall be cast ferrous boxes with mounting lugs, zinc or cadmium plating, and enamel
finish. Surface mounted boxes in concealed locations may be pressed steel.
H.
Outlet, switch, pull and junction boxes, including covers, for installation in
corrosive locations shall meet the NEMA 4X requirements and shall be 316
stainless steel or fiber glass-reinforced polyester and shall be furnished with
mounting lugs.
I.
All fittings, elbows, couplings, etc. shall be of similar material to the conduits for
which they are to be used.
PART 2 -- PRODUCTS
2.01
GENERAL
A. All conduit of a given type shall be the product of a single manufacturer.
WTP 1A WATER STORAGE TANK
16110-1
2.02
RIGID CONDUIT
A.
Steel conduit shall be hot-dipped galvanized as manufactured by the Youngstown
Sheet and Tube Company, Allied Tube and Conduit Corporation, WheelingPittsburgh Steel Corporation, or equal.
B.
PVC conduit shall be rigid polyvinyl chloride type as manufactured by Carlon,
Phillips Petroleum Company, Triangle Pipe and Tube Company, Inc., or equal.
2.03
LIQUID TIGHT, FLEXIBLE METAL CONDUIT, COUPLINGS AND FITTINGS
A.
Liquid tight, flexible metal conduit shall be Sealtite, Type UA, manufactured
by the Anaconda Metal Hose Division, Anaconda American Brass Company,
American Flexible Conduit Company, Inc., Universal Metal Hose Company, or
equal.
B.
Fittings used with flexible conduit shall be of the screw-in type as manufactured by
the Thomas and Betts Company, Crouse-Hinds Company, or equal.
C.
In Class I Division 1 or Division 2 areas flexible explosion proof fitting shall be used.
2.04
A.
2.05
FLEXIBLE COUPLINGS
Flexible couplings shall be as manufactured by the Crouse-Hinds Company,
Appleton Electric Company, or equal.
BOXES AND FITTINGS
A.
Pressed steel switch and outlet boxes shall be hot-dipped galvanized as
manufactured by the Raco Manufacturing Company, Adalet Company, O.Z.
Manufacturing Company, or equal.
B.
Cast iron boxes and fittings shall be galvanized with cast galvanized covers
and corrosion - proof screws as manufactured by the Crouse-Hinds Company,
Appleton Electric Company, or equal.
C.
Conduit hubs shall be as manufactured by Meyers Electric Products, Inc., Raco
Division, Appleton Electric Company, or equal.
D.
Conduit wall seals shall be Type WSK as manufactured by the O.Z. Electrical
Manufacturing Company, or equal.
E.
Combination expansion-deflection fittings shall be Type XD as manufactured by the
Crouse-Hinds Company, or equal.
PART 3 -- EXECUTION
3.01
INSTALLATION
WTP 1A WATER STORAGE TANK
16110-2
A.
No conduit smaller than 3/4 inch electrical trade size shall be used, nor shall any
have more than four (4) 90 degree bends in any one run. Pull boxes shall be
provided as required. Minimum size in floor slabs shall be 3/4 inch.
B.
An equipment grounding conductor sized per article 250-95 of the NEC shall be
installed in every raceway whether or not shown on the Drawings.
C. All underground conduit shall be buried at least 24 inches below grade. All joints
shall be sealed with plastic tape. Twelve (12) inch minimum separation shall be
maintained between shielded instrumentation wiring and all other conduits. This
applies to exposed as well as buried installations.
D. A three (3) inch wide warning tape, yellow with black stenciled letters
"CAUTION - CAUTION - CAUTION ELECTRICAL LINE BURIED BELOW" shall be
installed at least 12 inches above, and along the entire length of all underground
conduit.
E.
No wire shall be pulled until the conduit system is complete in all details, or in the
case of concealed work, until all rough plastering or masonry has been completed.
F.
The ends of all conduits shall be tightly plugged to exclude dust and moisture
while the buildings are under construction.
G.
Conduit supports shall be spaced at intervals as required by N.E.C. to obtain
rigid construction.
H.
Single conduits shall be supported by means of one-hole pipe clamps in
combination with one-screw back plates, to raise conduits from the surface.
Multiple runs of conduits shall be supported on trapeze type hangers with steel
horizontal members and threaded stainless steel hanger rods. The rods shall be
not less than 3/8 inch diameter.
I.
Conduit hangers shall be attached to structural steel by means of beam or
channel clamps. Where attached to concrete surfaces, concrete inserts of the spot
type shall be used.
J.
All conduits on exposed work shall be run at right angles to and parallel
No
with the surrounding wall and shall conform to the form of the ceiling.
diagonal runs will be allowed. Bends in parallel conduit runs shall be concentric.
All conduits shall be run perfectly straight and true.
K.
No unbroken run shall exceed 500 feet in length. This length shall be reduced by
75 feet for each 90 degree elbow.
L.
Liquid tight flexible metal conduit (between 18 inches and 3 feet in length) shall be
used for all motor terminations and for terminating other equipment where vibration
is present. All flexible conduits shall use a bonding wire unless a ground wire is
included.
WTP 1A WATER STORAGE TANK
16110-3
M.
Flexible couplings shall be used in hazardous locations for all motor terminations
and other equipment where vibration is present.
N.
Conduit wall seals shall be used for all conduits penetrating walls.
0. The ends of all conduits terminating in panels, cabinets, and equipment in airconditioned rooms shall be filled with closed cell foam. Filling shall be done after
the cable has been pulled in order to prevent moisture condensation in the
terminating enclosure.
P.
Conduit stub outs for future construction shall be provided with threaded PVC end
caps at each end.
Q.
Galvanized steel conduit entering manholes and below grade pull boxes
shall be terminated with grounding type bushings and connected to a 5/8" x
10' ground rod with #6 bare copper wire.
R.
Metallic raceways installed below-grade in outdoor locations, o r in concrete shall be
made up with a conductive waterproof compound applied to threaded joints.
Compound shall be Zinc Clads Primer Coatings No.B69A45, HTL-4 by CrouseHinds, Kopr Shield by Thomas & Betts, or equal.
S.
Erickson couplings shall be used at all points of union between ends of rigid
steel conduits which cannot be coupled.
Running threads and threadless
couplings shall not be used. Couplings shall be 3-piece type such as Appleton
Type EC, equivalent types such as manufactured by T&B, Steel City, Efcor, 0Z/Gedney, or equal.
T.
All conduits terminating through concrete shall be hot-dipped galvanized steel
and painted with bitumastic from 6 inches below to 6 inches above slab and
shall be embedded in a 4-inch high housekeeping pad.
U.
All exposed 480V and higher pull boxes, junction boxes, etc., larger than 1O"x7"
shall be provided with a warning sticker that reads "DANGER HIGH VOLTAGE".
V.
Conduit shall be terminated with flush couplings at exposed concrete surfaces.
Conduit stubbed up for floor-standing equipment shall be placed in accordance
with approved shop drawings.
W. Conduit may be cast integral with horizontal and vertical concrete slabs, providing
one­ inch clearance is maintained between conduit surface and concrete surface. If
said clearance cannot be maintained, the conduit shall be installed exposed
outside elevated slabs; provided, that in the case of slabs on grade, conduit shall
be installed at least 12" below the slab.
X.
Where a run of concealed PVC conduit becomes exposed, a transition to rigid
steel conduit is required. Such transition shall be accomplished by means of a
factory elbow or a minimum 3-foot length of rigid steel conduit, either
WTP 1A WATER STORAGE TANK
16110-4
terminating at the exposed concrete surface with a flush coupling. Piercing of
concrete walls by non-metallic runs shall be accomplished by means of a short
steel nipple terminating with flush couplings.
Y.
Expansion fittings shall be installed wherever a raceway crosses a structural
expansion joint. Such fittings shall be expansion and deflection type and shall
accommodate lateral and transverse movement. Fittings shall be 0-Z/Gedney type
"DX", Crouse Hinds "XD", or equal. These fittings are required in metallic and
non-metallic raceway installations. When the installation is in a non-metallic run, a
3-ft length of rigid conduit shall be used to connect the non-metallic conduit to the
fitting.
Z.
Conduit penetrations on walls and concrete structures shall be performed in
accordance with the following:
1.
2.
3.
4.
Seal all raceways entering structures at the first box or outlet with
oakum or suitable plastic expandable compound to prevent the entrance into
the structure of gases, liquids, or rodents.
Dry pack with non-shrink grout around raceways that penetrate concrete
walls, floors, or ceilings above ground, or use one of the methods
specified for underground penetrations.
Where an underground conduit enters a structure through a concrete roof
or a membrane waterproofed wall or floor, provide an acceptable,
malleable iron, watertight, entrance sealing device.
When there is no
concrete encasement
specified or indicated, provide such
raceway
device having a gland type sealing assembly at each end with pressure
When there is raceway
bushings which may be tightened at any time.
concrete encasement specified or indicated, provide such a device with a
gland type sealing assembly on the accessible side. Securely anchor all such
devices into the masonry construction with one or more integral flanges.
Secure membrane waterproofing to such devices in a permanently
watertight manner.
Where an underground raceway without concrete encasement enters a
structure through a non-waterproofed wall or floor, install a sleeve made of
Schedule 40 galvanized pipe. Fill the space between the conduit and sleeve
with a suitable plastic expandable compound, or oakum and lead joint, on
each side of the wall or floor in such a manner as to prevent entrance of
moisture. A watertight entrance sealing device as specified may be used in
lieu of the sleeve.
- END OF SECTION-
WTP 1A WATER STORAGE TANK
16110-5
SECTION 16120 - WIRES AND CABLES
PART 1 -- GENERAL
1.01
A.
1.02
A.
THE REQUIREMENT
Furnish, install, and test all wire, cable, and appurtenances as shown on the
Drawings and as specified herein, all in accordance with the requirements of the
Contract Documents.
SUBMITTALS
Submit shop drawings for the following:
1.
2.
3.
4.
5.
All wires and cables.
Fireproofing tape.
Stress cone termination.
Cable lubricants.
Wire and cable tags.
B.
Samples of all proposed wires and cables shall be submitted for approval. Each
sample shall have the size, type of insulation, and voltage stenciled on the jacket.
C.
Approved samples will be sent to the project location for comparison by the
Resident ENGINEER with the wire actually installed.
Installed, unapproved
wire shall be removed and replaced at no additional cost to the COUNTY.
PART 2 -- PRODUCTS
2.01
GENERAL
A. All wires and cables shall be manufactured by the American Insulated Wire
Company, Belden Corporation, Cable Continental, Pirelli Cable Corporation,
Southwire Company, the Okonite Company, Rome Cable Corporation, or equal.
B.
2.02
A.
The wire and cable type descriptions which follow correspond to the letters found
under the "type" columns in the cable and conduit schedules on the Drawings.
TYPE "A", GENERAL USE WIRES
Wires for general use shall be rated 600 volts and shall meet the following
requirements:
1.
2.
Conductors shall be Class B stranded, annealed, uncoated copper.
Insulation shall be type XHHW rated 75 degrees C in wet locations and 90
WTP 1A WATER STORAGE TANK
16120-1
3.
2.03
A.
TYPE "1", INDIVIDUAL OR MULTI-CONDUCTOR CONTROL CABLES
All control cables shall be rated 600 volts and shall meet the following requirements:
1.
2.
3.
2.04
A.
Shielded instrumentation cables shall be rated 600 volts and shall meet the
following requirements:
2.
3.
4.
5.
6.
A.
RTD cable shall be rated 300 volts and shall meet the following requirements:
2.
3.
A.
Individual shielded cable shall consist of 2 or 3 twisted, No.16 AWG,
Class B stranded, annealed, uncoated, copper conductors.
Insulation shall be PVC/Nylon rated 75 degrees C in wet locations and 90
degrees C in dry locations.
Individual twisted pairs or triads shall be shielded with an aluminum foil/polyester
tape shield with an individual No.18 AWG, stranded, tinned copper drain wire.
The overall jacket shall be flame retardant PVC U.L. listed for cable tray
installation. A ripcord shall be laid longitudinally under the jacket to facilitate its
removal.
The cable shall be rated for installation in underground conduit.
Cable shall be Belden 9342, or equal.
TYPE "D" RTD CABLE
1.
2.06
Conductors shall be rated No.14 AWG, Class B Stranded, annealed,
uncoated copper.
Insulation shall be type XHHW rated 75 degrees C in wet locations and 90
degrees C in dry locations.
The overall jacket (for multi-conductor cables) shall be flame retardant PVC
U.L. listed for cable tray installation.
TYPE "B", INDIVIDUAL SHIELDED INSTRUMENTATION CABLES
1.
2.05
degrees C in dry locations.
No wire smaller than No.12 AWG shall be used unless specifically indicated.
Three (3) tinned copper 16 gauge conductors with bedfoil aluminum shield, 18
AWG stranded copper drain wire.
The cable shall be rated for installation in underground conduit.
The CONTRACTOR shall verify the type of cable required for the RTD with the
RTD supplier prior to purchasing the cable and provide the correct cable.
CABLE TYPE "TC" TRAY CABLE
Cable shall be rated for 600 volts. Power and control tray cable shall be type TC,
U.L. listed. Grounding conductor shall be installed as specified on the Drawings.
Number and size of conductors shall be as indicated on the Drawings. The
cable shall meet the following standards:
1.
U.L. 83, U.L. 1277, and NEC Article 340.
WTP 1A WATER STORAGE TANK
16120-2
2.
3.
4.
2.07
A.
TERMINATIONS
Cable terminations shall be as follows:
1.
2.
3.
4.
5.
2.08
A.
The conductors shall be stranded copper. Insulation shall be rated 90 degrees C
dry, 75 degrees C wet. Each insulated conductor shall be sheathed with
clear nylon jacket.
The PVC insulation shall be coded in accordance with NEMA WC-30 Color Code
K 2. Each cable shall have a 90 degree Crated PVC jacket over the taped
assembly. The jacket shall be abrasion, oil and chemical resistant and highly
flame retardant.
Cable shall be Okonite FMR Okolon type, or equal.
Compression connectors shall be Burndy "Hi Lug", Thomas & Betts "Shure
Stake", or equal. Threaded connectors shall be split bolt type of high strength
copper alloy.
Spring connectors (wire nuts) shall be 3M "Scotch Lok," "Ideal Wing Nuts", or
equal.
Pre-insulated fork tongue lugs shall be "Thomas & Betts" RC Series,
Burndy, or equal.
General purpose insulating tape shall be Scotch No. 33, Plymouth "Slipknot", or equal. High temperature tape shall be polyvinyl by Plymouth, 3M, or
equal.
Epoxy resin splicing kits shall be 3M Scotchcoat 82 Series, Burndy Hy Seal, or
equal.
ACCESSORIES
Wire and cable accessories shall meet or exceed the level of quality provided
by the manufacturers below:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
Spring connectors (wing nuts): 3M, or equal.
Insulated fork compression terminals: 3M, Thomas & Betts, or equal.
Compression connectors: Burndy, Thomas & Betts, or equal.
Split bolt connectors: Burndy, Thomas & Betts, or equal.
General purpose tape: Scotch Brand, or equal.
High temperature (fireproofing) tape: Scotch Brand, or equal.
Glass cloth tape: Scotch Brand, or equal.
Low voltage splice Kits: Raychem (heat shrink types), or equal.
Low voltage motor terminations: Raychem (heat shrink types), or equal.
Medium voltage splice kits: Raychem (heat shrink types), or equal.
Medium voltage stress cone terminations: Raychem (heat shrink types), or
equal.
Identification devices shall be either imprinted plastic-coated cloth marking
devices as manufactured by Thomas & Betts, or equal, shall be heatshrink plastic tubing.
WTP 1A WATER STORAGE TANK
16120-3
PART 3 -- EXECUTION
3.01
GENERAL INSTALLATION
A.
Conductors shall not be pulled into raceways until the raceway system has been
inspected and approved by the ENGINEER, has been cleared of all moisture
and debris, and all plastering and concrete work has been completed in the
affected areas.
B.
Conductors shall be installed in a manner such that the installed conductors will
be free of kinks or other insulation damage.
C.
Cable lubricants shall be used to facilitate wire pulling. Lubricants shall be U.L.
Lubricants shall also
listed for the type of insulation to which they are applied.
be approved by the manufacturer of the cable to which they are applied.
D.
Steel fish tapes or steel pulling cables shall not be used in PVC conduit runs.
E.
Shielding on instrumentation wire shall be grounded at the transmitter end
only, or as directed by the supplier of the instrumentation equipment.
F.
Shielded instrumentation wire shall be installed from terminal to terminal with no
splicing at any intermediate point.
G.
Cable pulling tensions shall not exceed the maximum pulling tension specified by
the cable manufacturer. The CONTRACTOR shall require the cable supplier to
calculate all pulling tensions in duct banks. Maximum allowable limit calculations
and results shall be submitted for ENGINEERS review.
In case pulling tension
would exceed the supplier units, recommendation shall be made to the
ENGINEER for solution.
H.
Where exposed in maintenance holes and pull boxes, medium voltage cables shall
be fireproofed for their entire length by using electrical fireproofing tape anchored
by an outer wrapping of glass cloth tape. All wrappings shall be made using 50
percent lap.
I.
Splicing of cables will not be approved unless the length of the conduit run
exceeds the manufacturer's standard
shipping length of cable.
The
ENGINEER'S written approval shall be obtained by the CONTRACTOR prior to
any proposed splicing of cables. Splicing required due to incorrectly purchased
cable length will not be approved.
3.02
INSTALLATION IN MAINTENANCE HOLES
WTP 1A WATER STORAGE TANK
16120-4
A.
Do not install cables utilizing the shortest route, but route along those walls
providing the longest route and the maximum spare cable lengths. Make a complete
loop in maintenance holes. Form all cables to closely parallel walls, not to interfere
with duct entrances, and support on brackets and cable insulators. Support cable
splices in underground structures by racks on each side of the splice. Locate splices
to prevent cyclic bending in the spliced sheath. Install cables at middle and bottom
of cable racks, leaving the top space open for future cables, except as otherwise
indicated. Provide one spare three-insulator rack arm for each cable rack in each
underground structure.
B.
Provide cable markers or tags for each cable or wire installed in each maintenance
access structure. Tags shall be stainless steel, bronze, lead strap, or copper strip
approximately 1/16 inch thick or hard plastic 1/8 inch thick suitable for immersion
in salt water, and of sufficient length for imprinting the legend on one line using
raised letters not less than 1/4 inch in size, and shall be permanently marked or
stamped with the identification as indicated on the Drawings. Use of two color
laminated plastic is acceptable. Plastic markers shall be dark in color, and markings
shall be light in color to provide contrast so that identification can be easily read.
Fastening material shall be of a type that will not deteriorate when exposed to salt
water.
3.03
TERMINATIONS AND SPLICES (LOW VOLTAGE)
A. Termination of power cable shall be by means of U.L. approved connectors.
connectors shall be compatible with the conductor material.
All
B.
Terminate all control and instrumentation cable with insulated fork compression terminals.
C.
All branch circuit wiring except motor branch circuit conductors may be spliced in suitable
fittings at locations determined by the CONTRACTOR.
Motor branch circuit
conductors shall not be spliced.
D.
Where splicing is allowed, splices
shall be made with U.L. approved
compression connectors, and splices shall be made waterproof except in indoor,
above grade locations.
E.
Terminations to motor leads in motor terminal boxes shall be made using
Raychem's MCK-V motor connection kit, or equal, where applicable. All other motor
terminations shall be wrapped with mastic material to form a mold and then shall be
taped with a minimum of two layers of varnished cambric tape overtaped with a
minimum of two layers of high temperature tape.
3.04
TESTING
WTP 1A WATER STORAGE TANK
16120-5
A . General
1.
2.
3.
4.
B.
Low Voltage Wire and Cable Test Requirements:
1.
2.
3.05
All field testing shall be performed after the cables are installed in the raceways
and prior to connection to equipment.
Field testing shall be an independent, certified testing organization approved by
the ENGINEER. The testing organization and test set operator shall have at least
two (2) years of experience in testing low and medium voltage cables.
Certification of experience shall be submitted to the ENGINEER at least 30
days prior to cable testing.
Field test results shall be submitted to the ENGINEER for approval prior to
cable energization.
Cables which fail any part of their field tests shall be replaced with new cable
and retested.
All 600 volt power wire and cable shall be tested for insulation resistance
between each phase to ground using a megohmeter. If insulation resistance
values are found to be less than the values recommended by IPCEA then the
cables shall have failed this test. Branch circuit wiring for all but motor branch
circuits are exempt from this testing requirement.
All control and instrumentation cables shall be tested for continuity,
polarity, undesirable ground, and point of origination.
IDENTIFICATION
A.
Each wire or cable in maintenance holes, pull boxes, wireways, cabinets,
panels, switchgear, and other similar accessible locations shall have attached
a means of permanent identification in accordance with the cable and conduit
schedules on the Drawings. Provide permanent, waterproof, non-metallic (paper
is unacceptable) tags indicating the circuit numbers in 3/16 inch letters. Circuit
numbers shall be protected with clear, shrinkable tubing.
B.
All120/208 volt system feeder cables and branch circuit conductors shall be color
coded as follows: Phase A-black, Phase B-red, Phase C-blue, and Neutral-white.
The 480/277 volt system conductors shall be color coded as follows: Phase A-brown,
Phase B-purple, Phase C-yellow, and Neutral-gray. Color coding tape shall be used
where colored insulation is not provided. Branch circuit switch legs shall be yellow,
insulated ground wires shall be green, and neutral shall be gray. Color coding and
phasing shall be consistent throughout the site. Bus bars at panelboards,
switchboards, and motor control centers shall be connected Phase A-B-C, top to
bottom, or left to right, facing connecting lugs.
C.
The CONTRACTOR shall assign to each control and instrumentation wire and
cable a unique identification number. Said numbers shall be assigned to all
conductors having common terminals and shall be shown on all shop drawings.
Identification numbers shall appear within three (3) inches of conductor terminals.
"Control" shall be defined as any conductor used for alarm, annunciator, or signal
purposes.
WTP 1A WATER STORAGE TANK
16120-6
1.
2.
3.
4.
Multiconductor control and instrumentation cable shall be assigned a number
which shall form a part of the individual wire number. The instrumentation
cable numbers shall incorporate the loop numbers shown on the Drawings.
General purpose AC control cables shall be pink. General purpose DC control
cables shall be blue.
All spare cables shall be terminated on terminal screws and shall be identified
with a unique number as well as with destination.
Terminal strips shall be identified by imprinted, varnished, marker strips
attached under the terminal strip.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
16120-7
SECTION 16450 - GROUNDING
PART 1 - GENERAL
1.01
REFERENCES
A. The following is a list of standards which may be referenced in this section:
B. American National Standards Institute (ANSI): C2, National Electrical Safety Code
(NESC).
C. National Fire Protection Association (NFPA): 70, National Electrical Code (NEC).
1.02
SUBMITTALS
A. Shop Drawings:
1. Product Data:
a. Exothermic weld connectors.
b. Mechanical connectors.
c. Compression connectors.
1.03
UL COMPLIANCE
A. Materials manufactured within scope of Underwriters Laboratories shall conform to UL
Standards and have an applied UL listing mark.
PART 2 - PRODUCTS
2.01
GROUND ROD
A. Material: Copper clad.
B. Diameter: Minimum 5/8 inch.
C. Length: 20 feet.
2.02
GROUND CONDUCTORS
A. As specified in Section 16120, Wires and Cables.
2.03
CONNECTORS
A. Exothermic Weld Type:
1. Outdoor Weld: Suitable for exposure to elements or direct burial.
WTP 1A WATER STORAGE TANK
16450-1
2. Indoor Weld: Utilize low-smoke, low-emission process.
3. Manufacturers:
a. Erica Products, Inc.; Cadweld and Cadweld Exolon.
b. Thermoweld.
c. Or Approved Equal.
B. Compression Type:
1.
2.
3.
4.
5.
Compress-deforming type; wrought copper extrusion material.
Single indentation for conductors 6 AWG and smaller.
Double indentation with extended barrel for conductors 4 AWG and larger.
Barrels pre-filled with oxide-inhibiting and anti-seizing compound and sealed.
Manufacturers:
a. Burndy Corp.
b. Thomas and Betts Co.
c. llso Corp.
d. Or Approved Equal.
C. Mechanical Type: Split-bolt, saddle, or cone screw type; copper alloy material.
1. Manufacturers:
a. Burndy Corp.
b. Thomas and Betts Co.
c. Or Approved Equal.
2.04
GROUNDING WELLS
A. Ground rod box complete with cast iron riser ring and traffic cover marked GROUND
ROD.
B. Manufacturers:
1. Christy Co.; No. G5.
2. Lightning and Grounding Systems, Inc.; 1-R Series.
3. Or Approved Equal.
2.05
GROUNDING CONDUCTORS
A.
Equipment: Stranded copper
THHN/THWN, insulation.
with
B.
Direct Buried: Bare stranded copper.
green,
Type
USE/RHH/RHW-XLPE
or
PART 3 - EXECUTION
3.01 GENERAL
A. Grounding shall be in compliance with NFPA 70 and ANSI C2.
WTP 1A WATER STORAGE TANK
16450-2
B. Ground electrical service neutral at service entrance equipment to supplementary
grounding electrodes.
C. Ground each separately derived system neutral to nearest effectively grounded
building structural steel member or separate grounding electrode.
D. Bond together system neutrals, service equipment enclosures, exposed noncurrent­ carrying metal parts of electrical equipment, metal raceways, ground
conductor in raceways and cables, receptacle ground connections, and metal piping
systems.
E. Shielded Power Cables: Ground shields at each splice or termination in accordance
with recommendations of splice or termination manufacturer.
F. Shielded Control Cables:
1. Ground shield to ground bus at power supply for analog signal.
2. Expose shield minimum I inch at termination to field instrument and apply heat
shrink tube.
3. Do not ground control cable shield at more than one point.
3.02
WIRE CONNECTIONS
A. Ground Conductors: Install in conduit containing power conductors and control
circuits above 50 volts.
B. Nonmetallic Raceways and Flexible Tubing: Install an equipment grounding conductor
connected at both ends to non current-carrying grounding bus.
C. Connect ground conductors to raceway grounding bushings.
D. Extend and connect ground conductors to ground bus in all equipment containing
a ground bus.
E. Connect enclosure of equipment containing ground bus to that bus.
F. Bolt connections to equipment ground bus.
G. Bond grounding conductors to
intermediate metallic enclosures.
metallic
enclosures
at
each
end,
and
to
H. Junction Boxes: Furnish materials and connect to equipment grounding system with
grounding clips mounted directly on box, or with 3/8-inch machine screws.
3.03
MOTOR GROUNDING
WTP 1A WATER STORAGE TANK
16450-3
A. Extend equipment ground bus via grounding conductor installed in motor feeder
raceway; connect to motor frame.
B. Nonmetallic Raceways and Flexible Tubing: Install an equipment grounding conductor
connected at both ends to non current-carrying grounding bus.
C. Motors Less Than 10 hp: Furnish compression, spade-type terminal connected
to conduit box mounting screw.
D. Motors 10 hp and Above: Tap motor frame or equipment housing; furnish
compression, one-hole, lug type terminal connected with minimum 5/16-inch brass
threaded stud with bolt and washer.
E. Circuits 20 Amps or Above: Tap motor frame or equipment housing; install
solderless terminal with minimum 5/16-inch diameter bolt.
3.04
GROUND RODS
A. Install full length with conductor connection at upper end.
B. Install with connection point below finished grade, unless otherwise shown.
3.05
GROUNDING WELLS
A. Install inside buildings, asphalt, and paved areas.
B. Install riser ring and cover flush with surface.
C. Place 9 inches crushed rock in bottom of each well.
3.06
CONNECTIONS
A. General:
1. Above grade Connections: Use exothermic weld where possible or compressiontype connectors; or brazing.
2. Below grade Connections: Install exothermic weld type connectors.
3. Remove paint, dirt, or other surface coverings at connection points to allow g o o d
metal-to-metal contact.
4. Notify ENGINEER prior to backfilling ground connections.
B. Exothermic Weld Type:
1. Wire brush or file contact point to bare metal surface.
2. Use welding cartridges and molds in accordance
recommendations.
3. Avoid using badly worn molds.
with
manufacturer's
WTP 1A WATER STORAGE TANK
16450-4
4. Mold to be completely filled with metal when making welds.
5. After completed welds have cooled, brush slag from weld area and thoroughly
clean joint.
C. Compression Type:
1. Install in accordance with connector manufacturer's recommendations.
2. Install connectors of proper size for grounding conductors and ground rods
specified.
3. Install using connector manufacturer's compression tool having proper sized dies.
3.07
METAL STRUCTURE GROUNDING
A. Ground metal sheathing and exposed metal vertical structural elements to grounding
system.
B. Bond electrical equipment supported by metal platforms to the platforms.
C. Provide electrical contact between metal frames and railings supporting
pushbutton stations, receptacles, and instrument cabinets, and raceways carrying
circuits to these devices.
3.08
MAINTENANCE ACCESS STRUCTURE AND HANDHOLE GROUNDING
A. Install one ground rod inside each.
B. Ground Rod Floor Protrusion: 4 to 6 inches above floor.
C. Make connections of grounding conductors fully visible and accessible.
D.
3.09
Connect all non current-carrying metal parts, and any metallic
grounding bushings to ground rod with No. 6 AWG copper conductor.
raceway
TRANSFORMER GROUNDING
A. Bond neutrals of transformers within buildings to system ground network, and to any
additional indicated grounding electrodes.
B. Bond neutrals of substation
system grounding network.
transformers
to substation
grounding
grid and
C. Bond neutrals of pad-mounted transformers to four locally driven ground rods and
buried ground wire encircling transformer and system ground network.
3.10
SURGE PROTECTION EQUIPMENT GROUNDING
A. Connect surge arrestor ground terminals to equipment ground bus.
3.11 INSTRUMENT GROUND- SURGE SUPPRESSION
WTP 1A WATER STORAGE TANK
16450-5
A. Connect all instrument surge protection with #6 insulated copper ground wire (in
conduit where above grade) to closest plant ground system.
3.12
BONDING
A. Bond to Main Conductor System:
1. All roof mounted ventilators, fans, air handlers, masts, flues, cooling towers,
handrails, and other sizeable metal objects.
2. Roof flashing, gravel stops, insulation vents, ridge vents, roof drains, soil pipe
vents, and other small metal objects if located within 6 feet of main conductors or
another grounded object.
3. Provide air terminals as required.
B.
Bond steel columns or major framing members
Electrical Code.
to grounding system per National
C. Bond each main down conductor to grounding system.
3.13
GROUNDING SYSTEM
A. Grounding Conductor:
1. Completely encircle building structure.
2. Bury minimum 30" below finished grade.
3. Minimum 2 feet distance from foundation walls.
B. Interconnect ground rods by direct-buried copper cables.
C. Connections:
1. Install ground cables continuous between connections.
2. Exothermic welded connections to ground rods, cable trays, structural steel,
handrails, and buried and non-accessible connections.
3. Provide bolted clamp type mechanical connectors for all exposed secondary
connections.
4. Use bolded offset parapet bases or through-roof concealed base assemblies for
air terminal connections.
5. Provide interconnections with electrical and telephone systems and all
underground water and metal pipes.
6. Provide electric service arrestor ground wire to building water main.
3.14
FIELD QUALITY CONTROL
A. As specified in Section 16010, Basic Electrical Requirements.
-END OF SECTION-
WTP 1A WATER STORAGE TANK
16450-6
SECTION 17600 - UNPOWERED INSTRUMENTS, GENERAL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish, install, test and place in operation unpowered process
instrumentation (flow elements, level switches, analysis elements, detectors, etc.) as
shown on the Contract Drawings and as specified.
B.
It is the intent of this Specification and the Contract Documents that all process taps,
isolation valves, nipples, penetrations, embedded instrumentation supports, conduit,
wiring, terminations, and the installation of unpowered process instrumentation on
process lines shall be provided under this Contract.
C.
Tappings and connections for primary process sensors shall be sized to suit each
individual installation and the requirements of the instrument served. It is the
CONTRACTOR's responsibility to ensure that the location, supports, orientation and
dimensions of the connections and tappings for instrumentation furnished under this
Division are such as to provide the proper bracing, the required accuracy of
measurement, protection of the sensor from accidental damage and accessibility for
maintenance while the plant is in operation. Isolation valves shall be provided at all
process taps.
1.02
A.
QUALITY ASSURANCE
The following organizations have generated standards that are to be used as guides in
assuring quality and reliability of components and systems; govern nomenclature and
define parameters of configuration and construction:
1.
ISA - Instrument Society of America.
2.
OSHA - Occupational Safety and Health Administration.
3.
EPA - Environmental Protection Agency.
4.
ANSI - American National Standards Institute.
5.
Refer to Division 16 for additional electrical standards and requirements.
PART 2 -- PRODUCTS
2.01
A.
GENERAL
Unless otherwise specified, instruments shall be ruggedized construction of materials to
suit specified environmental conditions. Instruments shall be rugged and mounted on
walls, pipe stanchions on in-line as specified.
WTP 1A WATER STORAGE TANK
17600-1
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
General: Equipment shall be located so that it is accessible for operation and
maintenance. The instrumentation subcontractor shall examine the Contract Drawings
and shop drawings for various items of equipment in order to determine the best
arrangement for the work as a whole, and shall supervise the installation of process
instrumentation supplied under this Division.
B.
Equipment Mounting and Support
1. Field equipment shall be wall mounted or mounted on two-inch diameter aluminum
pipe stands welded to a 10-inch square ½-inch thick aluminum steel base plate unless
shown adjacent to a wall or otherwise noted. Instruments attached directly to concrete
shall be spaced out from the mounting surface not less than ½-inch by use of phenolic
spacers. Expansion shields in walls shall be used for securing equipment or wall
supports to concrete surfaces. Unless otherwise noted, field instruments shall be
mounted between 48 and 60 inches above the floor or work platform.
2. Embedded pipe supports and sleeves shall be schedule 40, 304 stainless steel pipe,
ASA B-36.19, with stainless steel blind flange for equipment mounting as shown on the
Contract Drawings.
3. Materials for miscellaneous mounting brackets and supports shall be 304 stainless
steel construction.
4. Pipe stands, miscellaneous mounting brackets and supports shall comply with the
requirements of Division 5 of the Specifications.
3.02
A.
ADJUSTMENT AND CLEANING
General
1. The CONTRACTOR shall comply with the requirements of Division 1 of these
Specifications and all instrumentation and control system tests, inspection, and
calibration requirements for all instrumentation and controls provided under this Contract
and specified herein. The ENGINEER, or their designated representative(s), reserve the
right to witness any test, inspection, calibration or start-up activity. Acceptance by the
ENGINEER of any plan, report or documentation relating to any testing or commissioning
activity specified herein shall not relieve the CONTRACTOR of its responsibility for
meeting all specified requirements.
2. The CONTRACTOR shall provide the services of factory trained technicians, tools and
equipment to field calibrate, test, inspect and adjust each instrument to its specified
performance requirement in accordance with manufacturer's specifications and
instructions. Any instrument which fails to meet any contract requirements, or any
published manufacturer performance specification for functional and operational
parameters, shall be repaired or replaced, at the discretion of the ENGINEER, at no cost
to the COUNTY. The CONTRACTOR shall bear all costs and provide all personnel,
WTP 1A WATER STORAGE TANK
17600-2
equipment and materials necessary to implement all installation tests and inspection
activities for equipment specified herein.
B. Calibration Requirements
1. The CONTRACTOR shall supply factory calibration data for ENGINEER's information
and/or review for the following:
a.
Instruments that are generally factory calibrated.
b.
Instruments that are specified to be factory calibrated.
c.
Instruments that have calibration curve based upon empirical data.
2. The CONTRACTOR shall provide the services of factory trained instrumentation
technicians, tools and equipment to field calibrate each instrument supplied under this
Contract to its specified accuracy in accordance with the manufacturer's specification and
instructions for calibration.
3. Each instrument shall be calibrated at 10, 50 and 90 percent of span using test
instruments to simulate inputs and read outputs. Test instruments shall be rated to an
accuracy of at least five (5) times greater than the specified accuracy of the instrument
being calibrated. Where applicable, such test instruments shall have accuracies as set
forth by the National Bureau of Standards.
4. The CONTRACTOR shall provide a written calibration sheet to the ENGINEER for
each instrument, certifying that it has been calibrated to its published specified accuracy.
The CONTRACTOR shall submit proposal calibration sheets for various types of
instruments for ENGINEER approval prior to the start of calibration. This sheet shall
include but be limited to date, instrument tag numbers, calibration data for the various
procedures described herein, name of person performing the calibration, a listing of the
published specified accuracy, permissible tolerance at each point of calibration,
calibration reading as finally adjusted within tolerance, defect noted, corrective action
required and corrections made.
5. If doubt exists as to the correct method for calibrating or checking the calibration of an
instrument, the manufacturer's printed recommendations shall be used as an acceptable
standard, subject to the approval of the ENGINEER.
6. Upon completion of calibration, devices shall not be subjected to sudden movements,
accelerations, or shocks, and shall be installed in permanent protected positions not
subject to moisture, dirt, and excessive temperature variations. Caution shall be
exercised to prevent such devices from being subjected to over-voltages, incorrect
voltages, overpressure or incorrect air. Damaged equipment shall be replaced and
recalibrated at no cost to the COUNTY.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
17600-3
INTENTIONALLY LEFT BLANK
SECTION 17650 - PRESSURE GAUGES
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish, test, install and place in satisfactory operation the
pressure gauge, with all spare parts, accessories, and appurtenances as herein
specified and as shown on the Drawings.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A. Section 17000 - Control and Information System
B. Section 17600 - Unpowered Instruments, General
PART 2 -- PRODUCTS
2.01
PRESSURE GAUGE
A. All gauges shall be stem mount type furnished with factory installed diaphragm seal and
housing where scheduled. The filling medium shall be a non-compressible liquid
suitable for operation in an ambient temperature ranging from -10 to +150 degree F. All
pressure and vacuum indicators shall be Ashcroft, McDaniel or equal, unless otherwise
noted, 4-inch water-tight polyester case, 316 stainless steel bourdon tube, and stainless
steel movement capable of operating with an accuracy of +/-1 percent.
B.
Diaphragm Seals: Diaphragm seals shall be provided to systems as shown on the
Contract Drawings, as specified herein and/or for isolation of pressure gauges attached
to systems containing chemical solutions or corrosive fluids. As a minimum, seals shall
be of all PVC construction. Diaphragms material shall be Teflon. Seal shall have fill
connection, 1/4-inch NPT valved flush port and capable of disassembly without loss of
filler fluid. Seals shall be Ashcroft Type 201, or equal.
C.
Liquid filled pressure gauge shall be provided.
D.
The complete gauge assembly and appurtenances shall be fully assembled and tested
prior to field mounting.
E.
Pressure and vacuum gauges shall be Ashcroft Duragauge Model 1279, Ametek-U.S.
Gauge Division, WIKA Instrument Corporation, or equal.
PART 3 -- EXECUTION
3.01
A.
REQUIREMENTS
Refer to Section 17600 - Unpowered Instruments, General, Part 3 of the Specifications.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
17650-1
INTENTIONALLY LEFT BLANK
SECTION 17700 - POWERED INSTRUMENTS, GENERAL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall furnish, install, test and place in operation powered process
instrumentation (flow elements, level transmitters, etc.) as scheduled herein together
with all signal converters, transmitters, isolators, amplifiers, etc. to interface all
instrumentation, panels, controls and process equipment control panels with the process
control system as shown on the Drawings and as specified. Powered instruments are
those instruments which require power (120 VAC or 24 VDC loop power) to operate.
B.
It is the intent of this Specification and the Contract Documents that all process taps,
isolation valves, nipples, penetrations, embedded instrumentation supports, conduit,
wiring, terminations, and the installation of process instrumentation on process lines
shall be provided under this Contract.
C.
Tappings and connections for primary process sensors shall be sized to suit each
individual installation and the requirements of the instrument served. It is the
CONTRACTOR's responsibility to ensure that the location, supports, orientation and
dimensions of the connections and tappings for instrumentation furnished under this
Division are such as to provide the proper bracing, the required accuracy of
measurement, protection of the sensor from accidental damage, and accessibility for
maintenance while the plant is in operation. Isolation valves shall be provided at all
process taps.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 17000 - Control and Information System
B.
Section 17600 - Unpowered Instruments, General
C.
Powered instruments furnished with mechanical equipment shall be furnished, installed,
tested and calibrated as specified elsewhere in the Contract Documents.
1.03
GENERAL INFORMATION AND DESCRIPTION
A.
These Specifications are intended to give a general description of what is required, but
do not cover all details which will vary in accordance with the requirements of the
equipment furnished. They are, however, intended to cover the furnishing, the shop
testing, the delivery and complete installation and field testing, of all powered
instruments and appurtenances whether specifically mentioned in the Specification or
not.
B.
The powered instruments shall be furnished and installed with all necessary accessory
equipment and auxiliaries whether specifically mentioned in these Specifications or not.
This installation shall incorporate the highest standards for the type of service shown on
the Drawings including loop testing of the entire installation and instruction of operating
WTP 1A WATER STORAGE TANK
17700-1
personnel in the care, operation, calibration and maintenance of all powered
instrumentation.
C.
All the powered instrumentation shall be of first class quality of work and shall be entirely
designed and suitable for the intended services. All materials used in fabricating the
equipment shall be new and undamaged.
PART 2 -- PRODUCTS
2.01
GENERAL
A.
All instrumentation supplied shall be the manufacturer's latest design. Unless otherwise
specified, instruments shall be solid state, electronic, using enclosures to suit specified
environmental conditions. Microprocessor-based equipment shall be supplied unless
otherwise specified. All instruments shall be provided with mounting hardware and floor
stands, wall brackets, or instrument racks as shown on the Drawings, or as required.
B.
Equipment installed in a hazardous area shall meet Class, Group, and Division as
shown on the Drawings, to comply with the National Electrical Code.
C.
All instruments shall return to accurate measurement without manual resetting upon
restoration of power after a power failure.
D.
Unless otherwise shown or specified, local indicators shall be provided for all
instruments. Where instruments are located in inaccessible locations, local indicators
shall be provided and shall be mounted as specified in Subsection 3.01 (B) herein. All
indicator readouts shall be linear in process units. Readouts of 0-100% shall not be
acceptable (except for speed and valve position). Floating outputs shall be provided for
all transmitters.
E.
Unless otherwise specified, field instrument and power supply enclosures shall be 316
stainless steel, fiberglass or PVC coated copper free cast aluminum NEMA 4X
construction.
F.
Where separate elements and transmitters are required, they shall be fully matched, and
unless otherwise noted, installed adjacent to the sensor. Special cables or equipment
shall be supplied by the associated equipment manufacturer.
G.
Electronic equipment shall utilize printed circuitry and shall be coated (tropicalized) to
prevent contamination by dust, moisture and fungus. Solid-state components shall be
conservatively rated for long-term performance and dependability over ambient
atmosphere fluctuations. Ambient conditions shall be -15 to 50 degrees C and 20 to 100
percent relative humidity, unless otherwise specified. Field mounted equipment and
system components shall be designed for installation in dusty, humid, and corrosive
service conditions.
H.
All devices furnished hereunder shall be heavy-duty type, designed for continuous
industrial service. The system shall contain products of a single manufacturer, insofar
as possible, and shall consist of equipment models which are currently in production. All
WTP 1A WATER STORAGE TANK
17700-2
equipment provided, where applicable, shall be of modular construction and shall be
capable of field expansion.
I.
All non-loop-powered instruments and equipment shall be designed to operate on a 60
Hz alternating current power source at a nominal 117 V, plus or minus 10 percent,
except where specifically noted. All regulators and power supplies required for
compliance with the above shall be provided. Where equipment requires voltage
regulation, constant voltage transformers shall be supplied.
J.
All analog transmitter and controller outputs shall be isolated, 4-20 milliamps into a load
of 0-750 ohms, unless specifically noted otherwise. All switches shall have double-pole,
double-throw contacts rated at a minimum of 600 VA, unless specified otherwise.
K.
Materials and equipment used shall be U.L. approved wherever such approved
equipment and materials are available.
PART 3 -- EXECUTION
3.01
A.
B.
INSTALLATION
General
1.
Equipment shall be located so that it is accessible for operation and
maintenance. The CONTRACTOR shall examine the Drawings and Shop
Drawings for various items of equipment in order to determine the best
arrangement for the work as a whole, and shall supervise the installation of
process instrumentation supplied under this Division.
2.
Electrical work shall be performed in compliance with all applicable local codes
and practices. Where these specifications and the Drawings do not delineate
precise installation procedures, API RP550 shall be used as a guide to
installation procedures.
Equipment Mounting and Support
1.
Field equipment shall be wall mounted or mounted on two-inch diameter
aluminum pipe stands welded to a 10-inch square 1/2-inch thick aluminum base
plate unless shown adjacent to a wall or otherwise noted. Instruments attached
directly to concrete shall be spaced out from the mounting surface not less
than 1/2-inch by use of phenolic spacers. Expansion anchors in walls shall be
used for securing equipment or wall supports to concrete surfaces. Unless
otherwise noted, field instruments shall be mounted between 48 and 60 inches
above the floor or work platform.
2.
Embedded pipe supports and sleeves shall be schedule 40, 316 stainless steel
pipe, ASA B-36.19, with stainless steel blind flange for equipment mounting as
shown on the Drawings.
WTP 1A WATER STORAGE TANK
17700-3
C.
3.02
A.
B.
3.
Materials for miscellaneous mounting brackets and supports shall be 316
stainless steel construction.
4.
Pipe stands, miscellaneous mounting brackets and supports shall comply with
the requirements of Division 5 of the specifications.
5.
Transmitters shall be oriented such that output indicators are readily visible.
Control and Signal Wiring: Electrical, control and signal wiring connections to
transmitters and elements mounted on process piping or equipment shall be made
through liquid-tight flexible conduit. Conduit seals shall be provided where conduits
enter all field instrument enclosures and all cabinetry housing electrical or electronic
equipment.
ADJUSTMENT AND CLEANING
General
1.
The CONTRACTOR shall comply with the requirements of Division 1 of these
Specifications and all instrumentation and control system tests, inspection, and
calibration requirements for all instrumentation and controls provided under this
Contract and specified herein.
The ENGINEER, or their designated
representative(s), reserve the right to witness any test, inspection, calibration or
start-up activity.
Acceptance by the ENGINEER of any plan, report or
documentation relating to any testing or commissioning activity specified herein
shall not relieve the CONTRACTOR of its responsibility for meeting all specified
requirements.
2.
The CONTRACTOR shall provide the services of factory trained technicians,
tools and equipment to field calibrate, test, inspect and adjust each instrument to
its specified performance requirement in accordance with manufacturer's
specifications and instructions. Any instrument which fails to meet any contract
requirements, or any published manufacturer performance specification for
functional and operational parameters, shall be repaired or replaced, at the
discretion of the ENGINEER, at no cost to the COUNTY. The CONTRACTOR
shall bear all costs and provide all personnel, equipment and materials
necessary to implement all installation tests and inspection activities for
equipment specified herein.
3.
At least 60 days before the anticipated initiation of installation testing, the
CONTRACTOR shall submit to the ENGINEER a detailed description, in
duplicate, of the installation tests to be conducted to demonstrate the correct
operation of the instrumentation supplied hereunder.
Field Instrument Calibration Requirements
1.
The CONTRACTOR shall provide the services of factory trained instrumentation
technicians, tools and equipment to field calibrate each instrument supplied
under this Contract to its specified accuracy in accordance with the
manufacturer's specification and instructions for calibration.
WTP 1A WATER STORAGE TANK
17700-4
2.
Each instrument shall be calibrated at 0, 25, 50, 75 and 100 percent of span
using test instruments to simulate inputs and read outputs. Test instruments
shall be rated to an accuracy of at least five (5) times greater than the specified
accuracy of the instrument being calibrated. Where applicable, such test
instruments shall have accuracies as set forth by the National Institute for
Standards and Technology (NIST).
3.
The CONTRACTOR shall provide a written calibration sheet to the ENGINEER
for each instrument, certifying that it has been calibrated to its published
specified accuracy. The CONTRACTOR shall submit proposed calibration
sheets for various types of instruments for ENGINEER approval prior to the start
of calibration. This sheet shall include but be limited to date, instrument tag
numbers, calibration data for the various procedures described herein, name of
person performing the calibration, a listing of the published specified accuracy,
permissible tolerance at each point of calibration, calibration reading as finally
adjusted within tolerance, defect noted, corrective action required and corrections
made.
4.
If doubt exists as to the correct method for calibrating or checking the calibration
of an instrument, the manufacturer's printed recommendations shall be used as
an acceptable standard, subject to the approval of the ENGINEER.
5.
Upon completion of calibration, devices calibrated hereunder shall not be
subjected to sudden movements, accelerations, or shocks, and shall be installed
in permanent protected positions not subject to moisture, dirt, and excessive
temperature variations. Caution shall be exercised to prevent such devices from
being subjected to overvoltages, incorrect voltages, overpressure or incorrect air.
Damaged equipment shall be replaced and recalibrated at no cost to the
COUNTY.
6.
After completion of instrumentation installation, the CONTRACTOR shall perform
a loop check. The CONTRACTOR shall submit final loop test results with all
instruments listed in the loop. Loop test results shall be signed by all
representatives involved for each loop test.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
17700-5
INTENTIONALLY LEFT BLANK
SECTION 17760 - PRESSURE INDICATING TRANSMITTERS
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A. The CONTRACTOR shall furnish, test, install and place in satisfactory operation the
pressure indicating transmitters, with all spare parts, accessories, and appurtenances as
herein specified and as shown on the Drawings.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 17000 – Control and Information System Scope and General Requirements
B.
Section 17700 – Powered Instruments, General
1.03
A.
TOOLS, SUPPLIES AND SPARE PARTS
Tools, supplies and spare parts shall be provided as specified in section 17700.
PART 2 -- PRODUCTS
2.01
GAUGE PRESSURE INDICATING TRANSMITTERS
A.
Gauge pressure transmitters shall be of the capacitance type with a process-isolated
diaphragm with silicone oil fill, microprocessor-based "smart" electronics, and a field
adjustable 30:1 input range. Span and zero shall be continuously adjustable externally
over the entire range. Span and zero adjustments shall be capable of being disabled
internally. Transmitters shall be NEMA 4X weatherproof and corrosion resistant
construction with 316 stainless steel body, flanges, bolts, nuts and 316 stainless steel
process wetted parts. Accuracy, including nonlinearity, hysteresis and repeatability
errors shall be plus or minus 0.20 percent of calibrated span, zero based. The maximum
zero elevation and maximum zero suppression shall be adjustable to anywhere within
sensor limits. Output shall be linear isolated 4-20 milliamperes 24 VDC where specified
the transmitter shall communicate by ModBus. Power supply shall be 24 VDC, two-wire
design. Each transmitter shall be furnished with a 4-digit LCD indicator capable of
displaying engineering units and/or milliamps and mounting hardware as required.
Overload capacity shall be rated at a minimum of 25 MPa. Environmental limits shall
be -40 to 85 degrees Celsius at 0-100% relative humidity. Each transmitter shall have a
stainless steel tag with calibration data attached to body.
B.
The capacitance pressure sensor shall be mechanically, electrically, and thermally
isolated from the process and the environment, shall include an integral temperature
compensation sensor, and shall provide a digital signal to the transmitter's electronics for
further processing. Factory set correction coefficients shall be stored in the sensor's
non-volatile memory for correction and linearization of the sensor output in the
electronics section. The electronics section shall correct the digital signal from the
sensor and convert it into a 4-20 mA analog signal for transmission to receiving devices.
The electronics section shall contain configuration parameters and diagnostic data in
non-volatile Electrically Erasable Programmable Read Only Memory (EEPROM) and
WTP 1A WATER STORAGE TANK
17760-1
shall be capable of communicating, via a digital signal superimposed on the 4-20 mA
output signal, with a remote interface device. Output signal damping shall be provided,
with an adjustable time constant of 0-16 seconds.
C.
Where scheduled, gauge pressure indicating transmitters shall be calibrated in feet of
liquid for liquid level service.
D.
Gauge pressure indicating transmitters shall be Smart Hart Digital Model 611
manufactured by ABB Instrumentation or equal.
2.02
DIFFERENTIAL PRESSURE INDICATING TRANSMITTERS
A.
Differential pressure indicating transmitters shall be the same as the gauge pressure
transmitters except for body specifications. Differential pressure units shall be furnished
with close coupled stainless steel three valve manifold assembly. Manifold assembly
shall be HEX Products Model HM, or equal.
B.
The electronics sections of differential pressure transmitters shall contain
user-selectable square root extractors to provide a linear 4-20 mA DC output
proportional to flow, when activated. Where specified, the transmitter shall communicate
Profibus. Square root extractor circuitry shall be activated on the flow transmitters listed
in the Instrument Schedules. In addition, each flow transmitter shall be furnished with
laminated flow versus differential pressure curves wall mounted adjacent to the
transmitter.
C.
Differential pressure indicating transmitters shall be Model 3051S series as
manufactured by Rosemount, or equal.
2.03
FLANGE MOUNTED LEVEL INDICATING TRANSMITTERS
A.
Flange-mounted tank liquid level indicating transmitters shall be the same as gauge
pressure transmitters except for body type.
B.
The flange-mounted sensor shall consist of a special non-corrosive isolating diaphragm
with fill fluid in a sealed capillary system to transmit liquid pressure to the sensing
element. A second isolating diaphragm shall transmit pressure through the fill fluid to
the sensing diaphragm in the center of the capacitance cell. An isolating diaphragm and
fluid fill shall also be provided on the opposite side of the sensing diaphragm to convey
atmospheric or reference pressure.
C.
All mounting flanges, diaphragms, O-rings and materials used in construction shall be
non-corroding, compatible with each other, and compatible with the liquid being
measured.
D.
Flange-mounted liquid level transmitters Model 3051S series as manufactured by
Rosemount, or equal.
PART 3 -- EXECUTION
3.01
REQUIREMENTS
WTP 1A WATER STORAGE TANK
17760-2
A.
Refer to Section 17700, Part 3 of the Specifications.
- END OF SECTION -
WTP 1A WATER STORAGE TANK
17760-3
April 29, 2013
Updated May 8, 2013
EAC Consulting, Inc.
815 N.W. 57th Avenue, Suite 402
Miami, Florida 33126
Attention:
Mr. Huntley Higgins, P.E., Senior Civil Project Manager
Re:
Report of Geotechnical Engineering Services
Broward County Water and Wastewater Services
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Dear Mr. Higgins:
Professional Service Industries, Inc. (PSI) has completed a geotechnical engineering study in
connection with the noted project. Our services were provided in general accordance with PSI
Proposal No. 0397-86627, dated January 24, 2013. Authorization to perform our services was
provided by means of Task Work Order No. 2, to our existing Master Subconsultant Agreement for
Professional Services, dated May 11, 2012, with Notice to Proceed dated April 1, 2013.
Based on a telephone conversation with Mr. John Morra, P.E., with Broward County, we have
updated our report to indicate the future tank to be a concrete structure.
Prior to our study, we understand that a “Preliminary Report of a Geotechnical Exploration” dated
October 28, 2010, was prepared by HR Engineering Services, Inc. (HRES). This report will be
hereafter referred to as the “HRES report”. The data from the HRES report has also been
considered in our evaluation.
1.0 PROJECT INFORMATION
The subject site is located within the Broward County Water and Wastewater Services
(BCWWS), District 1A, Water Treatment Plant (WTP) situated on the west side of S.R. 7
approximately ½ mile north of Oakland Park Boulevard in the City of Lauderdale, Florida. A site
vicinity map identifying the project location with respect to existing streets and features is
presented on Sheet 1 of the Appendix.
The proposed development will involve the construction of a one million gallon storage tank with
a diameter of 75 feet. The tank will be constructed northeast of an existing two million gallon
tank in an area that currently has a ground cover of asphalt and vegetation. Photographs from
our site visit identifying the approximate footprint of the proposed tank is presented on Sheet 2
of the Appendix.
We understand that the tank will most likely consist of a concrete structure bearing on a
concrete collar foundation around the perimeter. The footprint of the interior of the tank,
between the collar foundation will consist of compacted structural fill material. The existing
grades at the site are at an approximate elevation of +8 feet, whereas, the tank bottom will be at
elevation +6.0 feet.
Professional Service Industries, Inc.  7950 N.W. 64 Street  Miami, FL 33166  305/471-7721  Fax 305/593-1915
FL Engineering Business 3684
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 2
Furthermore, we understand that the development will include the construction of various
utilities that connect into and out of the proposed tank. The largest of the proposed utilities
would involve the construction/installation of a 36 inch pipe. The construction of this particular
pipe will involve an excavation that is approximately 7 feet deep and located at a horizontal
distance of 7 feet from the edge of the existing two million gallon tank.
Lastly, we understand that several utilities exist within the footprint of the proposed tank (such
as a 24 inch force main, a 4 inch conduit and a 15 inch reinforced concrete pipe). We
understand that these various utilities present within the footprint of the proposed tank will be
removed and the resulting excavations suitably backfilled. The deepest of the utilities to be
removed will involve an excavation that is approximately 8 feet deep.
If any of the noted information is incorrect or has changed, please notify PSI so that we may amend
the recommendations presented in this report, if appropriate.
2.0 FIELD EXPLORATION AND SUBSURFACE CONDITIONS
To evaluate the subsurface conditions at the site, we drilled/sampled one Standard Penetration
Test (SPT) boring that was advanced to a depth of 130 feet below grade. The approximate
location at which the boring was performed is presented on Sheet 3 of the Appendix.
After seating the sample spoon six inches, the number of successive blows required to drive the
sampler twelve inches into the soil constitutes the test result commonly referred to as the "N"
value. The “N” value has been empirically correlated with various soil properties and is
considered to be indicative of the relative density of cohesionless soils and the consistency of
cohesive materials. The SPT boring was performed using a CME-55 truck mounted drill rig
equipped with an automatic hammer. The recovered split spoon samples were visually
classified in the field and transported to the laboratory for further review. Following completion
of our field services, the borehole was grout sealed and the site generally cleaned, as required.
In addition, HRES has previously performed two SPT borings to depths of 60 feet below grade
within the footprint of the proposed tank. As noted earlier, this data has been used in our
evaluations.
The soil types encountered at the boring location are presented in a detailed log presented in the
Appendix. The stratification presented is based on visual observation of the recovered soil samples
and the interpretation of the field log by a geotechnical engineer. Included with the log are the Nvalues and groundwater level measured at the time the boring was drilled.
The results of our boring performed for the study generally revealed a surficial topsoil cover.
The topsoil cover was underlain by fine sand with varying amounts of silt to a depth of
approximately 10 feet below grade. Below which the boring encountered an approximate 2 foot
thick limestone layer followed by fine sand to a depth of approximately 53 feet below grade.
Below a depth of 53 feet, the boring encountered moderately to strongly cemented limestone to
the termination depth of the exploration at 130 feet below grade.
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 3
The groundwater table was observed in the boring at a depth of 6 feet below existing grade at the
time of drilling. It should be noted that groundwater levels fluctuate seasonally in response to rainfall
and the infiltration rate of the soil. Therefore, at a time of the year different from the time of drilling,
there is a possibility of a change in the recorded levels. We estimate that during the peak of the wet
hydroperiod, with rainfall and recharge at a maximum, groundwater levels at the site could be one
to two feet higher than those reported herein.
We recommend that the contractor determine the actual groundwater levels at the time of
construction to assess groundwater impact on his construction procedure.
Please refer to the boring log presented in the Appendix for details on the subsurface conditions.
The results of the PSI boring are reasonably consistent with those noted in the HRES report.
3.0 DISCUSSION AND RECOMMENDATIONS
3.1 ONE MILLION GALLON TANK
As noted previously, the proposed tank will be 75 feet in diameter and will store one million
gallon of water (approximately 30 feet tall). The average pressure under the mat is expected to
be 2,000 pounds per square feet (psf).
After completion of site preparation procedures as noted in Section 4.0 of the report, the
proposed tank can be supported on a concrete collar/ring beam foundation with the
aforementioned net allowable bearing pressures, resting on compacted approved structural fill
material. The bottom of the footing should be at least 18 inches below the finished exterior
grade in order to provide confinement. Furthermore, the foundation should have a minimum
width of 24 inches. A modulus of subgrade reaction value of 75 pounds per cubic inch (pci) may
be used for design.
Foundations subject to transient lateral loads will resist these forces through a combination of base
shearing resistance mobilized at the footing-subgrade interface and earth pressure acting on the
vertical faces of the footings at right angles to the direction of applied load. Base shearing
resistance may be determined using a friction factor of 0.55. Passive earth pressure resistance
should be computed using an equivalent fluid pressure of 150 pounds per square foot per foot of
depth, for granular backfill material. Resistance to sliding determined in accordance with the noted
parameters should be considered available/ultimate resistance. Accordingly, the design for sliding
resistance should include a factor of safety. We suggest that a factor of safety of at least 1.5 be
used.
We have conducted a settlement analysis for the proposed tank. Our analysis was performed
based on elastic theory, the results of which indicate a maximum settlement at the center of
about two inches and approximately one inch on the outside edge. Given the granular nature of
the soils, the majority of the settlement will occur while the tank is filled and thereby load is
applied to the subgrade materials. The magnitude and rate of settlement noted herein is
considered acceptable for this type of structure. This should however be confirmed by the
structural engineer.
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 4
3.2 MISCELLANEOUS SUBSTRUCTURES
We understand that the project will also involve the construction of miscellaneous substructures
and thrust blocks, that will be designed as ground supported elements. We recommend that
these be sized using a maximum net allowable bearing pressure of 2,000 pounds per square
feet (psf), resting on compacted approved structural fill material or on densified suitable native
soils.
3.3 PROPOSED UTILITIES
As noted earlier, several new utility pipes are planned and we understand that they will be
constructed using conventional cut-and-cover methods. We recommend that the bottom of the
trench excavation be over-excavated to provide a minimum depth of 6 inches of pipe bedding in
order to provide a positive contact with the contour of the utility pipe to promote uniform bearing
for the full length of the pipe. The bedding material should consist of crushed stone (pea gravel)
or No. 7 aggregate with not less than 95 percent passing the ½ inch and not less than 95
percent retained on a U.S. Standard No. 4 sieve.
Furthermore, the designer may elect to utilize a geotextile wrap such as CONTECH C-60NW or
its material strength equivalent around the pipe bedding section. The purpose of the geotextile
wrap is to maintain the integrity of the pipe bedding material by preventing the surrounding soils
from being mixed-in. A stable pipe bedding layer will in turn minimize maintenance while
extending the longevity of the pipe.
Lastly, we recommend that all utilities connections into the tank be such that they are flexible
enough to handle the projected tank settlement. Once the tank has been initially filled/tested,
the connections can be tightened/made permanent. This step will ensure that any settlement
resulting from the loading of the tank will not adversely affect the utility joints/connections.
3.4 EXISTING UTILITY EXCAVATIONS TO BE BACKFILLED
Excavations resulting from the removal of abandoned utilities should be backfilled in
accordance with Section 4.0 of the report. So as to avoid compromising the integrity of the
existing structures, we recommend that the depth of the excavation be limited to its horizontal
distance from the nearest existing structure. We understand this to be the case with the 36 inch
pipe, which will be constructed adjacent to the two million gallon storage tank.
4.0 SITE PREPARATION
Based on the results of our field exploration, we anticipate site preparation procedures to
include the steps listed below.
1. The location of any existing underground utility lines within the construction area should be
established. Provisions should be made to relocate any interfering utility lines within the
construction area.
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 5
2. Excavations resulting from the removal of abandoned utilities should be backfilled in
compacted lifts. Fill material should be placed in lifts not exceeding six inches in loose
thickness. Each lift should be compacted to at least 95 percent of the Modified Proctor
maximum dry density near the optimum moisture content as determined by ASTM D-1557.
3. Once all excavations within the footprint of the tank are backfilled, site preparation should
include clearing the vegetation and stripping and removal of the topsoil to expose clean
granular soils. All unwanted ground cover should be completely removed from the site and
properly disposed of. This work should be carried out in accordance with current regulatory
criteria.
4. The cleared exposed subgrade should be densified using a self-propelled vibratory roller
which imparts a dynamic force of not less than 4 tons. Densification of the soils should be
performed within the proposed development areas plus a 5-foot wide perimeter extending
beyond the outside edge of the same, where practical. Densification operations should
continue until the subgrade soils are firm and unyielding. Any area of the exposed surface
that deflects excessively under the weight of the compaction equipment should be
excavated approximately 24 inches and replaced with compacted structural fill. Soils in this
interval should be compacted to at least 95 percent of the Modified Proctor maximum dry
density determined per ASTM D-1557.
5. The foundation for the tank and any other miscellaneous structures should be placed on
compacted approved structural fill material. It is recommended that the soils exposed at the
bottom of the footing excavations be compacted to at least 95 percent of the Modified
Proctor maximum dry density just before pouring concrete. If the footing bearing materials
become disturbed due to surface water resulting from precipitation and runoff, the disturbed
soils should be overexcavated and replaced with compacted limerock which is densified to
at least 95 percent of the materials Modified Proctor maximum dry density as determined by
ASTM designation D-1557. All open foundation excavations should be observed and
approved by a licensed geotechnical engineer or his representative prior to pouring
concrete.
6. Groundwater control may be required at this site for either excavation dewatering or
removal of temporarily perched water from a rain event. Such water can be controlled by
pumping from sumps located in ditches or pits. Groundwater should be maintained at least
one foot below the bottom of any excavation made during construction operations, or, at
least two feet below the surface of any compaction operations.
7. Structural fill material may be composed of either clean sands or limerock. The fill should
consist of an inorganic, non-plastic material, free of any man-made debris and limerock with
a three inch maximum particle size:
A) The structural fill or backfill material to be used above the water table should have a
Unified Soil Classification System designation of GP, GW, SP, SW, GP-GM, GWGM, SW-SM, or SP-SM containing less than 12 percent material passing the No.
200 sieve.
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 6
B) The structural fill or backfill to be placed below the water table should consist of an
inorganic, non-plastic material, free of any man-made debris, limerock with a three
inch maximum particle size with ASTM classification (USCS) of GP, GW or FDOT
57 Stone with less than 5 percent material finer than the No. 200 sieve. FDOT 57
Stone should not be placed more than one foot above the ambient water table.
Density tests will not be required for fill being placed below the water table.
However, any backfilling operation below the water table should be witnessed by a
representative of the geotechnical engineer.
8. It is mandated by federal regulations that all excavations, whether they be utility trenches,
basement excavations or footing excavations, be constructed in accordance with OSHA
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
5.0 REPORT LIMITATIONS
Our professional services have been performed, findings obtained, and recommendations prepared
in accordance with generally accepted geotechnical engineering principles and practices at the time
of this report. This company is not responsible for the conclusions, opinions or recommendations
made by others based on this data. No other warranties are implied or expressed. After the plans
and specifications are complete, it is recommended that PSI be provided the opportunity to review
the final design and specifications, in order to verify that the earthwork and recommendations are
properly interpreted and implemented. At that time, it may be necessary to submit supplemental
recommendations.
The scope of investigation was intended to evaluate soil conditions within the influence of the
proposed tank. The analyses and recommendations submitted in this report are based upon
the data obtained from the soil borings performed at the locations indicated. If any subsoil
variations become evident during the course of this project, a re-evaluation of the
recommendations contained in this report will be necessary after we have had an opportunity to
observe the characteristics of the conditions encountered. The applicability of the report should
also be reviewed in the event significant changes occur in the design, nature or location of the
project.
The scope of our services did not include a formal environmental assessment for the presence or
absence of hazardous or toxic materials in the soil and groundwater. Any statements in this report
regarding odors, staining of soils, or other unusual conditions observed are strictly for the
information of our client.
This report has been prepared for the exclusive use of EAC Consultants and their design
consultants for the construction of the proposed one million gallon tank in Broward County, Florida.
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
PSI Project No. 0397-569
Page 7
6.0 CLOSURE
We trust this report is adequate for your current needs; however, should you have any questions or
should additional information be required, please do not hesitate to contact our office at (305) 4717725.
Respectfully submitted,
Professional Service Industries, Inc.
Certificate of Authorization No: 3684
Ian Kinnear, P.E.
Chief Engineer
FL License No. 32614
Dhuruva (Drew) Badri, P.E.
Department Manager
FL License No. 68718
IK/VR/DB/db/cd
cc:
Addressee (3 and PDF)
File (1 and PDF)
APPENDIX
Sheet 1:
Sheet 2:
Sheet 3:
Site Vicinity Map
Site Photographs
Boring Location Plan
Log of Boring
P:\397 - Geo\2013 PROJECTS\0397-569 BCWWS Tank Replacement (EAC Consulting, Inc.)\Report Documents\0397-569 BCWWS Tank Replacement (EAC Consulting, Inc.).doc
APPENDIX
SITE VICINITY MAP
APPROXIMATE SITE LOCATION
DATE:
Geotechnical Engineering Services
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
SHEET NO.:
1
PSI PROJ. No.: 0397-569
04/11/2013
DRAWN
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SITE PHOTOGRAPHS
DATE:
Geotechnical Engineering Services
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
SHEET NO.:
2
PSI PROJ. No.: 0397-569
04/11/2013
DRAWN
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CHKD:
DB
BORING LOCATION PLAN
B-1
Approximate SPT Boring Location
DATE:
Geotechnical Engineering Services
Water Treatment Plant 1A Ground Storage Tank Replacement
3701 N. S.R. 7, City of Lauderdale, Broward County, Florida
SHEET NO.:
3
PSI PROJ. No.: 0397-569
04/11/2013
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