THE CITY OF NORTH MIAMI BEACH
N.E. 172nd STREET
STORMWATER SYSTEM IMPROVEMENTS
PHASE 2
BID PACKAGE
TECHNICAL SPECIFICATIONS
June 2010
SECTION 01010
SUMMARY OF WORK
PART 1 -- GENERAL
1.01
GENERAL
A. The Work to be performed under this Contract shall consist of furnishing all equipment,
materials, supplies, and manufactured articles and for furnishing all transportation and
services, including fuel, power, water, and essential communications, and for the
performance of all labor, work, or other operations 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
City of North Miami Beach Public Services Department.
B. Prior to construction, the Contractor shall verify existing utilities identified on the
Drawings. The utility verifications consist of excavation to verify tie-in points and to
locate potential conflicts that may affect the Work as shown on the Drawings. The
Contractor will be responsible for the coordination of this Work with the associated utility
owners and permitting agencies having jurisdiction over the specific locations to be
verified.
C. 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.
D. Wherever a reference to number of days is noted, it shall be construed to mean calendar
days.
1.02
WORK COVERED BY CONTRACT DOCUMENTS
A.
The Work of the Contract comprises the improvement of the NE 172nd Street Stormwater
system (Phase 2) including, but not necessarily limited to the removal and replacement
of existing piping, catch basins and exfiltration trenches, the installation of a stormwater
drainage well system, pump station; control panel, landscaping, and site restoration.
B.
The Work set forth within these bid documents includes the furnishing of all labor,
materials, equipment, services and incidentals for the additions and modifications to the
existing North Miami Beach stormwater system including all items listed above as well
as yard utilities, instrumentation and electrical systems and all appurtenant work,
complete, tested and ready for operation, including temporary utilities and facilities as
required, all in conformance with the Contract Documents.
C.
The proposed modifications are located in the City of North Miami Beach, Florida, in an
area bounded by NW 172nd Street to the North, NE 23rd Avenue to the West, NE 170th
Street to the South and West Dixie Highway to the East. The specific location of the
O:41052-006S01010:02-24-10
01010-1
North Miami Beach
N.E. 172nd Street – Phase 2
project site is shown on Drawing G-1 of the NE 172nd Street Stormwater System
Improvements (Phase 2) Contract Drawings.
1.03
A.
1.04
CONTRACT METHOD
The Work hereunder will be constructed under a lump sum contract.
SEQUENCE OF CONSTRUCTION
A.
Following receipt of Notice-to-Proceed with the work, the CONTRACTOR shall notify the
ENGINEER and the CITY at least five days before he is ready to start actual
construction to allow the CITY time to make arrangements for inspection of the work.
B.
Work under the Contract shall be scheduled and performed in such a manner as to
result in the least possible disruption to the public's use of roadways, driveways, and
utilities. Utilities shall include but not be limited to water, sewerage, drainage structures,
and electrical, and telephone service. Prior to commencing with the Work, the
Contractor shall perform a location investigation of existing underground utilities and
facilities in accordance with Section 01530 entitled "Protection of Existing Facilities".
C.
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 function of affected facilities. It shall be understood by the CONTRACTOR that the
critical events identified are not all inclusive and that additional items of work not stated
may be 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 and disruptions.
D.
The existing facilities shall be maintained in an operable condition by the
CONTRACTOR during construction (excluded from this requirement are all normal and
emergency maintenance functions normally performed by the CITY with the CITY's staff
or by Contract.) All work by the CONTRACTOR that affects the normal stormwater
system performance shall be shown on the Construction Schedule and specifically
scheduled with the CITY. Schedule notification shall consist of a written notice defining
the work to be accomplished, the function that will be interrupted, the duration of the
interruption, and the mitigating effort to be performed by the CONTRACTOR to maintain
the drainage capacity to its best. 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.
In performing the work in the sequence described hereinafter, all requirements of the
Contract Documents shall be strictly followed.
F.
Temporary installation/connections, may be used where sufficient time is not available to
complete a particular aspect of the work. All such subject temporary installations shall
be subject to review and acceptance by the ENGINEER.
G.
Cancellation of Planned Shutdown: A planned shutdown in accordance with the abovedescribed procedures may be canceled by the CITY upon 24-hour notification by the
O:41052-006S01010:02-24-10
01010-2
North Miami Beach
N.E. 172nd Street – Phase 2
CITY/ENGINEER to the CONTRACTOR. Such cancellation shall be expected due to
wet weather conditions or other conditions beyond the control of the CITY, ENGINEER
or CONTRACTOR. All efforts shall be taken to check weather forecasts and the like
prior to scheduling utilities shutdowns. However, if a cancellation must occur, the CITY
shall not be responsible for any additional costs associated with mobilization and
demobilization.
I.
J.
The sequence has been divided into phases and subsequent steps representing major
work areas. The CONTRACTOR is advised that in some instances activities identified in
one phase will continue through the next phase and that certain phases may proceed
simultaneously.
Sequence of certain major events and identification of time constraints for removing
piping and equipment from active service are as follows:
Phase I - Mobilization
Step 1 - Mobilize for work. Set up storage, staging and parking areas. Obtain permits,
develop and submit construction schedule and start shop drawing submittal
(except those requiring verification of facilities – for those items verification
should precede submittals).
Phase II - Site Preparation
Step 1 - Verify locations, elevations, dimensions, type of joints, manufacturer of pipes,
equipment, etc., before ordering materials to complete the work in accordance
with the Contract Documents, Shop Drawings and field conditions.
Step 2 - Upon approval of shop drawings, order pumps, motors, and other long lead
items so that materials may be delivered in a timely fashion without delays to
construction.
Phase III - Construction
Step 1 - Once Phase I and II are complete, the Contractor may proceed with this
element of work.
Phase IV -Testing and Startup (must proceed simultaneously with Phases IV and V for
areas which are completed).
Step 1 - Perform all testing, startup, training and placing into service for all new/modified
systems and facilities.
Phase V - Final Sitework and Project Closeout
Step 1 - Miscellaneous work, demobilization and related closeout activities shall be in
accordance with Section 01700, "Project Closeout".
1.05
A.
ABANDONMENT AND SALVAGE OF EXISTING FACILITIES
The scope of work requires the CONTRACTOR to interface with existing stormwater
O:41052-006S01010:02-24-10
01010-3
North Miami Beach
N.E. 172nd Street – Phase 2
structures, and piping which will be abandoned or otherwise removed and/or relocated
as part of the work. Prior to beginning any work, associated with existing facilities to be
abandoned, salvaged, or otherwise removed or relocated, the CONTRACTOR shall
inform the ENGINEER of his intent so that all arrangements can be made with the CITY
for isolating pipelines (where possible) or otherwise removing existing facilities from
service to the extent possible. The CONTRACTOR shall not proceed without written
authorization from the ENGINEER.
B.
Pipelines: 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 abandoned in
place. 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, capped and anchored
in an acceptable manner. The pipe will remain buried unless otherwise noted.
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 CITY 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: The CITY 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.
Items to be salvaged shall be stockpiled on the site, or delivered to a storage area at a
location as directed by the CITY. All other items of equipment shall be disposed of offsite by the CONTRACTOR at his expense, in accordance with applicable laws,
ordinances and regulations.
1.06
REHABILITATION
A.
Certain areas of existing structures, sidewalk, piping, conduits, and the like will be
affected by work necessary to complete modifications under this Contract. The
CONTRACTOR shall be responsible to rehabilitate those areas affected by its
construction activities.
B.
Where new piping is to be connected to existing piping, the existing piping shall be cut
square and the ends properly prepared for the connection shown on the drawings. Any
damage to the lining and coating of the existing piping shall be repaired by the
CONTRACTOR.
C.
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
O:41052-006S01010:02-24-10
01010-4
North Miami Beach
N.E. 172nd Street – Phase 2
regulations. The CONTRACTOR is responsible for determining these regulations and
shall bear all costs or retain any profit associated with disposal of these items.
1.07
A.
1.08
A.
1.09
A.
1.10
A.
B.
C.
CONTRACTOR USE OF PROJECT SITE
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 field
offices, as noted on the Contract Drawings.
CITY USE OF THE PROJECT SITE
The CITY may utilize all or part of the existing facilities during the entire period of
construction for the conduct of the CITY's normal operations. The CONTRACTOR shall
cooperate with the CITY to minimize interference with the CONTRACTOR's operations
and to facilitate the CITY's operations.
PARTIAL UTILIZATION OF THE WORK BY CITY
The CONTRACTOR is hereby advised that the CITY may accept the responsibility for
the maintenance and protection of a specific portion of the project if utilized prior to
completion. However, the CONTRACTOR shall retain full responsibility for satisfactory
operation of the total project.
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.
ENGINEER.
2.
Representatives of CITY.
3.
Governmental representatives as appropriate.
4.
Others as requested by CONTRACTOR, CITY, or ENGINEER.
Unless previously submitted to the ENGINEER, the CONTRACTOR shall bring to the
conference one copy each of the following:
1.
Preliminary schedule.
2.
Preliminary Shop Drawing/Sample/Substitute or "Or Equal" submittal schedule.
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.
O:41052-006S01010:02-24-10
01010-5
North Miami Beach
N.E. 172nd Street – Phase 2
3.
Processing applications for payment.
4.
Maintaining record documents.
5.
Critical work sequencing, construction schedule.
6.
Field decisions and Change Orders.
7.
Use of project site, office and storage areas, security, housekeeping, the CITY's
needs.
8.
Major equipment deliveries and priorities.
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 CITY,
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.
1.11
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 CITY.
B.
Permits obtained by the CITY or his authorized representative, include the following:
Department of Environmental Resource Management (DERM), South Florida Water
Management District (SFWMD), Florida Department of Environmental Protection (FDEP)
and Maimi-Dade County Right-of-Way.
C.
No separate or direct payment will be made to the CONTRACTOR for permits and
inspection requirements, but all such costs shall be included in the applicable items in
the Schedule of Prices. The CITY will furnish signed and sealed sets of Contract
Documents for permit use as required.
D.
The CONTRACTOR shall furnish to the ENGINEER copies of all permits prior to
commencement of work requiring permits.
1.12
A.
FIELD ENGINEERING
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.
O:41052-006S01010:02-24-10
01010-6
North Miami Beach
N.E. 172nd Street – Phase 2
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.
1.13
DIMENSIONS AND LOCATIONS OF EXISTING STRUCTURES, PIPING AND
UTILITIES
A.
Where the dimensions and locations of existing structures, piping and utilities are of
critical importance in the installation or connection of new work, the CONTRACTOR
shall verify such dimensions and locations in the field before the fabrication of any
materials or equipment which is dependent on the correctness of such information.
1.14
A.
CONSTRUCTION VIDEO
The CONTRACTOR shall videotape the entire project site including all concrete and
asphalt pavements, curb and gutter, houses, landscaping, structures to be demolished
and existing structures that are to be modified. The original video shall be turned over to
the ENGINEER prior to beginning construction activities. The videotape shall be DVD
format only. The video shall clearly identify existing site and structural conditions prior to
construction.
CONTRACTOR shall videotape all driveways and landscaping of
residences adjacent to project site in sufficient detail to properly document preconstruction conditions.
PART 2 -- PRODUCTS
(Not Used)
PART 3 -- EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01010:02-24-10
01010-7
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01015
CITY FURNISHED EQUIPMENT AND SERVICES
PART 1 - GENERAL
1.01
MATERIALS SUPPLIED BY THE CITY
A. There will be NO owner-furnished equipment for this project.
1.02
MATERIALS AND EQUIPMENT FURNISHED BY CONTRACTOR
A.
The CONTRACTOR will supply all materials for the project.
B.
All materials and equipment furnished by the CONTRACTOR for use in the work shall be
new and of recent domestic manufacture and shall be the products of reliable
manufacturers or suppliers who, unless otherwise specified, have been regularly
engaged in the manufacture of such materials and equipment for at least five years. All
components shall, wherever possible, be standard stock articles of well-known
manufacturers. Where the Plans and Specifications designate the product of a particular
manufacturer, the product specified has been found suitable for the intended use, but,
unless otherwise provided, articles or products of similar characteristics may be offered
for the approval of the ENGINEER. Complete descriptive data shall be furnished in
quintuplicate regarding all articles furnished by the CONTRACTOR. The descriptive
data shall consist of dimension drawings, catalog references, material lists and other
information necessary to clearly identify and evaluate each article. When substitutions
are permitted, the CONTRACTOR shall make all necessary changes in adjacent or
connected structures and equipment at his expense.
C. Where contemplated changes, substitutions or appurtenant work require engineering
design in the opinion of the ENGINEER, the CONTRACTOR shall have such design
services performed at his expense. Said engineering design services shall be of an
extent satisfactory to the ENGINEER whose word shall be final and shall be performed
by a Registered Professional Engineer licensed to practice in the State of Florida.
- END OF SECTION -
O:41052-006S01015:02-24-10
01015-1
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01025
MEASUREMENT AND PAYMENT
PART 1 -- GENERAL
1.01
A
GENERAL
Payments to the Contractor shall be made on the basis of the Proposal bid items as full and
complete payment for furnishing all materials, labor, tools, and equipment and for
performing all operations necessary to complete the Work included in the Contract
Documents. Such compensation shall also include payments for any loss or damages
arising directly or indirectly from the Work, from any discrepancies between the actual
quantities of work and those shown in the Contract Documents, or from any unforeseen
difficulties which may be encountered during the prosecution of the Work until the final
acceptance by the Owner.
B. The prices stated in the proposal include all costs and expenses for taxes, labor, equipment,
materials, commissions, transportation charges and expenses, patent fees and royalties,
and labor for handling materials during inspection, together with any and all other costs and
expenses for performing and completing the Work as shown on the plans and specified
herein. The Basis of Payment for an item at the price shown in the Proposal shall be in
accordance with its description of the item in this Section and as related to the Work
specified and as shown on the Drawings. Unit prices where used will be applied to the
actual quantities furnished and installed in conformance with the Contract Documents.
C. 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 of any item of Work has not been established by the
Proposal or Basis of Payment, he shall include the cost for that Work in the last Bid Item for
each construction package so that his proposal for the project does reflect his total price for
completing the Work in its entirety.
D. The Contractor shall submit, with each Payment Request, a list of M/WBE Subcontractors
that he is or will be utilizing for his contract. For each M/WBE Subcontractor, the following
information shall be provided:
1. Total Subcontract dollar amount
2. Amount paid to date
1.02
MEASUREMENT
A. The quantities for payment under this Contract shall be determined by actual measurement
of the completed items, in place, ready for service, and accepted by the Owner in
accordance with the Schedule of Payment Values as described in Section 01300 entitled
"Submittals" unless otherwise specified. A representative of the Contractor shall witness all
field measurements taken by the contractor.
O:41052-006S01025:03-22-10
01025-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.03
PAYMENT ITEMS
All items below shall be provided by the contractor along with all applicable regulatory
permits prior to construction for the full compensation as described below, in accordance
with the Drawings and Specifications.
SCHEDULE A: COMMON PAYMENT ITEMS
A. Item No. 1 – Bonds: The work included in this Item includes the costs of bonds and any
required insurance as outlined in the Contract Documents. Payment of said bonds and
insurance shall be made at the time of payment of the first progress estimate.
B. Item No. 2 – Indemnification: In recognition of Contractor's indemnification obligations, the
Owner will pay to the Contractor the specific consideration of ten dollars ($10.00). Payment
of said specific consideration shall be made at the time of the payment of the first progress
estimate and the Contractor shall acknowledge payment of this consideration by letter to the
Owner after receipt of the progress payment.
SCHEDULE B: NE 170ST STREET GRAVITY PIPE AND PUMP STATION
C. Item No. 3 – General Conditions/Contract Administration: The work included in this Item
consists of the cost of complying with all general conditions of the construction contract and
contract administration. Payment will be on a lump sum basis based on the percentage of
the item completed and accepted by Owner.
D. Item No. 4 – Mobilization: The work included in this Item consists of preparatory work and
operations in mobilizing for beginning work, including, but not limited to, those operations
necessary for the movement of personnel, equipment, supplies and incidentals to the
project site and for the establishment of the temporary provisions and state and local laws
and regulations and any other preconstruction expense (including pre-construction video)
necessary for the start of the work. Payment will be on a lump sum basis based upon the
percentage of the item completed and accepted by Owner.
E. Item No. 5 – Shop Drawings: The work included in this Item consists of the cost of
preparing, submitting and processing all shop drawings/submittals as outlined in the
Contract Documents. Payment will be on a lump sum basis based on the percentage of the
item completed and accepted by Owner.
F. Item No. 6 – Survey: The work included in this Item consists of the cost of completing all
surveying associated with the fulfillment of the Contract (with exception of as-builts).
Payment will be on a lump sum basis based on the percentage of the item completed and
accepted by Owner.
G. Item No. 7 – Demolition: The work included in this Item consists of all demolition necessary
to make the site ready for the proposed improvements, including all cutting, removal and
disposal in accordance with all applicable codes/laws. Payment will be on a lump sum
basis based on the percentage of the items completed and accepted by Owner.
O:41052-006S01025:03-22-10
01025-2
North Miami Beach
N.E. 172nd Street – Phase 2
H. Item No. 8 – Maintenance of Traffic: The work included in this Item consists of maintenance
of traffic including all labor, equipment and material required to keep roadways, and
property accesses in service during construction activities. Payment will be on a lump sum
basis based on the percentage of the item completed and accepted by Owner.
I.
Item No. 9 – 12-inch RCP: The work included in this Item consists of installation of 12-inch
RCP storm sewer when needed for tie in of an existing line into a proposed catch basin.
Included in the pay item is all work required to trench, install, dewater, tie-in to proposed
catch-basins, and restore (pavement repair, concrete curbing, driveways, sod, etc.) the area
of the storm sewer installation. Payment will be on a linear foot basis as installed and
approved.
J. Item No. 10 - 15-inch RCP: The work included in this Item consists of installation of 15-inch
RCP storm sewer when needed for tie in of an existing line into a proposed catch basin.
Included in the pay item is all work required to trench, install, dewater, tie-in to proposed
catch-basins, and restore (pavement repair, concrete curbing, driveways, sod, etc.) the area
of the storm sewer installation. Payment will be on a linear foot basis as installed and
approved.
K. Item No. 11 - 18-inch RCP: The work included in this Item consists of installation of 18-inch
RCP storm sewer when needed for tie in of an existing line into a proposed catch basin.
Included in the pay item is all work required to trench, install, dewater, tie-in to proposed
catch-basins, and restore (pavement repair, concrete curbing, driveways, sod, etc.) the area
of the storm sewer installation. Payment will be on a linear foot basis as installed and
approved.
L. Item No. 12 - 18-inch N-12 HP Pipe: The work included in this Item consists of installation
of 18-inch N-12 HP pipe storm sewer including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, anchoring, backfilling,
compacting complying with the State of Florida Trench Safety Act, sprinkler repairs,
temporary environmental control, temporary asphalt, asphalt restoration/replacement,
concrete curbing, landscaping restoration, fencing, sodding, pavement replacement and
driveway replacement. Payment will be on a linear foot basis as installed and accepted by
Owner.
M. Item No. 13 - 30-inch N-12 HP Pipe: The work included in this Item consists of installation
of 30-inch N-12 HP pipe storm sewer including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, anchoring, backfilling,
compacting complying with the State of Florida Trench Safety Act, sprinkler repairs,
temporary environmental control, temporary asphalt, asphalt restoration/replacement,
concrete curbing, landscaping restoration, fencing, sodding, pavement replacement and
driveway replacement. Payment will be on a linear foot basis as installed and accepted by
Owner.
N. Item No. 14 - 36-inch N-12 HP Pipe: The work included in this Item consists of installation
of 36-inch N-12 HP pipe storm sewer including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, anchoring, backfilling,
O:41052-006S01025:03-22-10
01025-3
North Miami Beach
N.E. 172nd Street – Phase 2
compacting complying with the State of Florida Trench Safety Act, sprinkler repairs,
temporary environmental control, temporary asphalt, asphalt restoration/replacement,
concrete curbing, landscaping restoration, fencing, sodding, pavement replacement and
driveway replacement. Payment will be on a linear foot basis as installed and accepted by
Owner.
O. Item No. 15 - 48-inch N-12 HP Pipe: The work included in this Item consists of installation
of 48-inch N-12 HP pipe storm sewer including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, anchoring, backfilling,
compacting complying with the State of Florida Trench Safety Act, sprinkler repairs,
temporary environmental control, temporary asphalt, asphalt restoration/replacement,
concrete curbing, landscaping restoration, fencing, sodding, pavement replacement and
driveway replacement. Payment will be on a linear foot basis as installed and accepted by
Owner.
P. Item No. 16 – Type D Catch Basin 4x6: The work included in this Item consists of the
installation of type D catch basins size 4x6 and all appurtenances. Work shall be
completely performed as indicated on the Contract Documents for the aforementioned site.
Work shall include but is not limited to provision of all necessary labor, materials, pollution
prevention plan, dewatering, excavation, installation, and site restoration (pavement repair,
concrete curbing, driveways, sod, etc.). Payment will be on a per unit basis as installed and
accepted by Owner.
Q. Item No. 17 – Type D Catch Basin 4x8: The work included in this Item consists of the
installation of type D catch basins size 4x8 and all appurtenances. Work shall be
completely performed as indicated on the Contract Documents for the aforementioned site.
Work shall include but is not limited to provision of all necessary labor, materials, pollution
prevention plan, dewatering, excavation, installation, and site restoration (pavement repair,
concrete curbing, driveways, sod, etc.). Payment will be on a per unit basis as installed and
accepted by Owner.
R. Item No. 18 – Ø72” Manhole: The work included in this Item consists of the installation of
Ø72” manholes and all appurtenances. Work shall be completely performed as indicated on
the Contract Documents for the aforementioned site. Work shall include but is not limited to
provision of all necessary labor, materials, pollution prevention plan, dewatering,
excavation, installation, and site restoration (pavement repair, concrete curbing, driveways,
sod, etc.). Payment will be on a per unit basis as installed and accepted by Owner.
S. Item No. 19 – Ø96” Manhole: The work included in this Item consists of the installation of
Ø72” manholes and all appurtenances. Work shall be completely performed as indicated on
the Contract Documents for the aforementioned site. Work shall include but is not limited to
provision of all necessary labor, materials, pollution prevention plan, dewatering,
excavation, installation, and site restoration (pavement repair, concrete curbing, driveways,
sod, etc.). Payment will be on a per unit basis as installed and accepted by Owner.
T. Item No. 20 – Conflict Manhole: The work included in this Item consists of the installation
of conflict manholes and all appurtenances. Work shall be completely performed as
indicated on the Contract Documents for the aforementioned site. Work shall include but is
not limited to provision of all necessary labor, materials, pollution prevention plan,
dewatering, excavation, installation, and site restoration (pavement repair, concrete curbing,
O:41052-006S01025:03-22-10
01025-4
North Miami Beach
N.E. 172nd Street – Phase 2
driveways, sod, etc.). Payment will be on a per unit basis as installed and accepted by
Owner.
U. Item No. 21 – Asphalt Milling and Resurfacing: The work included in this item consists of
milling and resurfacing existing pavement. Work shall be completely performed as indicated
on the contract documents for the aforementioned site. Work shall include but is not limited
to provision of all necessary labor, materials, equipment, removal and replacement of
existing raised reflective pavement markers, milling existing pavement, applying tack coat
and applying new pavement. Payment will be on a square yard basis as installed and
accepted by the Owner.
V. Item No. 22 – Pump Station Wet Well Foundation: The work included in this Item consists
of the installation of the pump station wet well foundation and all appurtenances. Work shall
be completely performed as indicated on the contract documents for the aforementioned
site. Work shall include but is not limited to provision of all necessary labor, materials,
equipment, leak free perimeter sheet piles, excavation, dewatering, discharge wells,
foundation piles, tremie anchors, leak free concrete tremie, industrial divers, washed
aggregate, cleanup, etc. Payment will be on a lump sum basis based on the percentage of
the Item competed and accepted by the Owner.
W. Item No. 23 – Wet Well and Valve Vault Reinforced Concrete: The work included in this
Item consists of the installation of the pump station wet well and valve vault reinforced
concrete and all appurtenances. Work shall be completely performed as indicated on the
contract documents for the aforementioned site. Work shall include but is not limited to
provision of all necessary labor, materials, equipment, pollution prevention plan, dewatering,
excavation, installation, aluminum access hatches, 12” and 16” wall DI pipe between wet
well and valve vault and site restoration. Payment will be on a lump sum basis based on
the percentage of the Item competed and accepted by the Owner.
X. Item No. 24 – 30” DIP Forcemain: The work included in this Item consists of installation of
30” DIP drainage force main including, but not limited to, unloading, stringing, trench
excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding material,
fittings, temporary plugs, deflecting as necessary, laying, restraining devices, anchoring,
backfilling, compacting complying with the State of Florida Trench Safety Act, sprinkler
repairs,
temporary
environmental
control,
temporary
asphalt,
asphalt
restoration/replacement, landscaping restoration, fencing, sodding, pavement replacement
and driveway replacement. Payment will be on a linear foot basis as installed and accepted
by Owner.
Y. Item No. 25 – Electronic As-Built Drawings and GPS Data: The work included in this Item
consists of the costs of preparing, submitting, and obtaining Owner approval of electronic
as-built drawings, GPS coordinates for all structures (MH's, CB's etc.), and other data as
may be required in the Contract Documents. Payment will be on a lump sum basis based
on the percentage of the item completed and accepted by Owner. Full payment will not be
made until completed (signed and sealed by a Florida registered surveyor) as-builts have
been received and accepted by Owner.
Z. Item No. 26 - Unidentified Utility Allowance: The work included in this Item is related to
underground utility work not identified or reasonably anticipated through the Contract
Documents. This is an allowance, and any work to be completed under this Item must be
O:41052-006S01025:03-22-10
01025-5
North Miami Beach
N.E. 172nd Street – Phase 2
specifically approved in writing by the Owner, including the mutually agreed upon cost of
said work.
AA.Item No. 27 - Demobilization: The work included in this Item consists of demobilizing
subsequent to the completion of the work and shall include, but is not limited to, those
operations necessary for the movement of personnel, equipment, supplies and incidentals
from the project site and for the removal of the temporary provisions and any other post
construction expense necessary for the removal of equipment and personnel. Payment will
be on a lump sum basis based on the percentage of the item completed and approved.
SCHEDULE C: STORMWATER DRAINAGE WELLS AND OVERFLOW
BB.Item No. 28 – General Conditions/Contract Administration: The work included in this Item
consists of the cost of complying with all general conditions of the construction contract and
contract administration. Payment will be on a lump sum basis based on the percentage of
the item completed and accepted by Owner.
CC. Item No. 29 – Mobilization: The work included in this Item consists of preparatory work and
operations in mobilizing for beginning work, including, but not limited to, those operations
necessary for the movement of personnel, equipment, supplies and incidentals to the
project site and for the establishment of the temporary provisions and state and local laws
and regulations and any other preconstruction expense (including pre-construction video)
necessary for the start of the work. Payment will be on a lump sum basis based upon the
percentage of the item completed and accepted by Owner.
DD. Item No. 30 – Shop Drawings: The work included in this Item consists of the cost of
preparing, submitting and processing all shop drawings/submittals as outlined in the
Contract Documents. Payment will be on a lump sum basis based on the percentage of the
item completed and accepted by Owner.
EE. Item No. 31 – Survey: The work included in this Item consists of the cost of completing all
surveying associated with the fulfillment of the Contract (with exception of as-builts).
Payment will be on a lump sum basis based on the percentage of the item completed and
accepted by Owner.
FF. Item No. 32 – Demolition: The work included in this Item consists of all demolition
necessary to make the site ready for the proposed improvements, including all cutting,
removal and disposal in accordance with all applicable codes/laws. Payment will be on a
lump sum basis based on the percentage of the items completed and accepted by Owner.
GG. Item No. 33 – Maintenance of Traffic: The work included in this Item consists of
maintenance of traffic including all labor, equipment and material required to keep
roadways, and property accesses in service during construction activities. Payment will be
on a lump sum basis based on the percentage of the item completed and accepted by
Owner.
HH. Item No. 34 – Stormwater Pump Station Equipment and Appurtenances: The work included
in this Item consists of the installation of all necessary equipment and appurtenances for a
complete and operable Stormwater Discharge Pump Station, including, but not limited to:
submersible pumps, valves, ductile iron pipe and fittings electric supply, instrumentation,
O:41052-006S01025:03-22-10
01025-6
North Miami Beach
N.E. 172nd Street – Phase 2
controls, electrical racks (utility meter, disconnect, control panel, MPZ, RTU, etc.), guide
rails, cables, floats, level transmitter, and pump-related appurtenances. Included in the pay
item is all excavation, dewatering, surveying, noise abatement, bedding, vapor barriers,
geotextiles, setting, shoring or other stabilization in accordance with all applicable
codes/laws, backfilling, grading, compaction, shop drawings, record drawings with GPS
data, startup, and all other activities, labor, materials, and equipment necessary for a
compete and acceptable installation. Payment will be on a lump sum basis based on the
percentage of the Item competed and accepted by the Owner.
II.
Item No. 35 – 20” DI Forcemain and Fittings: The work included in this Item consists of
installation of 20” DIP drainage force main including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, restraining devices,
anchoring, backfilling, compacting complying with the State of Florida Trench Safety Act,
sprinkler repairs, temporary environmental control, temporary asphalt, asphalt
restoration/replacement, landscaping restoration, fencing, sodding, pavement replacement
and driveway replacement. Payment will be on a linear foot basis as installed and accepted
by Owner.
JJ. Item No. 36 – 24” DI Forcemain and Fittings: The work included in this Item consists of
installation of 24” DIP drainage force main including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, restraining devices,
anchoring, backfilling, compacting complying with the State of Florida Trench Safety Act,
sprinkler repairs, temporary environmental control, temporary asphalt, asphalt
restoration/replacement, landscaping restoration, fencing, sodding, pavement replacement
and driveway replacement. Payment will be on a linear foot basis as installed and accepted
by Owner.
KK. Item No. 37 – 30” DI Forcemain and Fittings: The work included in this Item consists of
installation of 30” DIP drainage force main including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, restraining devices,
anchoring, backfilling, compacting complying with the State of Florida Trench Safety Act,
sprinkler repairs, temporary environmental control, temporary asphalt, asphalt
restoration/replacement, landscaping restoration, fencing, sodding, pavement replacement
and driveway replacement. Payment will be on a linear foot basis as installed and accepted
by Owner.
LL. Item No. 38 – Stormwater Drainage Wells: The work included in this Item consists of the
installation of Class V stormwater drainage wells and all appurtenances. Work shall be
completely performed as indicated on the Contract Documents for the aforementioned site.
Work shall include but not limited to provision of all necessary labor, materials, pollution
prevention plan, dewatering, excavation, drilling, piping, installing precast concrete
structure, casing and site restoration (pavement repair, concrete curbing, driveways, etc.).
Payment will be on a per unit basis as installed and accepted by Owner.
MM. Item No. 39 – Water Quality Structure: The work included in this Item consists of the
installation of a water quality structure and all appurtenances. Work shall be completely
performed as indicated on the Contract Documents for the aforementioned site. Work shall
include but not limited to provision of all necessary labor, materials, pollution prevention
O:41052-006S01025:03-22-10
01025-7
North Miami Beach
N.E. 172nd Street – Phase 2
plan, dewatering, excavation, installation, and site restoration (pavement repair, concrete
curbing, driveways, sod, etc.). Payment will be on a lump sum basis based on the
percentage of the Item competed and accepted by the Owner.
NN. Item No. 40 - 24-inch N-12 HP Pipe: The work included in this Item consists of installation
of 24-inch N-12 HP pipe storm sewer including, but not limited to, unloading, stringing,
trench excavation, temporary excavation, sheeting, shoring, dewatering, pipe bedding
material, fittings, temporary plugs, deflecting as necessary, laying, anchoring, backfilling,
compacting complying with the State of Florida Trench Safety Act, sprinkler repairs,
temporary environmental control, temporary asphalt, asphalt restoration/replacement,
concrete curbing, landscaping restoration, fencing, sodding, pavement replacement and
driveway replacement. Payment will be on a linear foot basis as installed and accepted by
Owner.
OO. Item No. 41 – Ø36” Manhole: The work included in this Item consists of the installation of
Ø36” manholes and all appurtenances. Work shall be completely performed as indicated on
the Contract Documents for the aforementioned site. Work shall include but is not limited to
provision of all necessary labor, materials, pollution prevention plan, dewatering,
excavation, installation, and site restoration (pavement repair, concrete curbing, driveways,
sod, etc.). Payment will be on a per unit basis as installed and accepted by Owner.
PP. Item No. 42 – Weir Structure: The work included in this Item consists of the installation of a
weir structure downstream of drainage well No. 5 and all appurtenances. Work shall be
completely performed as indicated on the Contract Documents for the aforementioned site.
Work shall include but is not limited to provision of all necessary labor, materials, pollution
prevention plan, dewatering, excavation, installation, and site restoration (pavement repair,
concrete curbing, driveways, sod, etc.). Payment will be on a per unit basis as installed and
accepted by Owner.
QQ. Item No. 43 – Control Structure: The work included in this Item consists of the installation of
a control structure prior to the overflow into the Little Snake Creek. Work shall be
completely performed as indicated on the Contract Documents for the aforementioned site.
Work shall include but is not limited to provision of all necessary labor, materials, pollution
prevention plan, dewatering, excavation, installation, and site restoration (pavement repair,
concrete curbing, driveways, sod, etc.). Payment will be on a per unit basis as installed and
accepted by Owner.
RR. Item No. 44 – Electronic As-Built Drawings and GPS Data: The work included in this Item
consists of the costs of preparing, submitting, and obtaining Owner approval of electronic
as-built drawings, GPS coordinates for all structures (MH's, CB's etc.), and other data as
may be required in the Contract Documents. Payment will be on a lump sum basis based
on the percentage of the item completed and accepted by Owner. Full payment will not be
made until completed (signed and sealed by a Florida registered surveyor) as-builts have
been received and accepted by Owner.
SS. Item No. 45 - Unidentified Utility Allowance: The work included in this Item is related to
underground utility work not identified or reasonably anticipated through the Contract
Documents. This is an allowance, and any work to be completed under this Item must be
specifically approved in writing by the Owner, including the mutually agreed upon cost of
said work.
O:41052-006S01025:03-22-10
01025-8
North Miami Beach
N.E. 172nd Street – Phase 2
TT. Item No. 46 - Demobilization: The work included in this Item consists of demobilizing
subsequent to the completion of the work and shall include, but is not limited to, those
operations necessary for the movement of personnel, equipment, supplies and incidentals
from the project site and for the removal of the temporary provisions and any other post
construction expense necessary for the removal of equipment and personnel. Payment will
be on a lump sum basis based on the percentage of the item completed and approved.
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01025:03-22-10
01025-9
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01040
COORDINATION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall allow the CITY or his agents, and other project Contractors or their
agents, to enter upon the work for the purpose of constructing, operating, maintaining,
removing, repairing, altering, or replacing such pipes, sewers, conduits, manholes, wires,
poles, or other structures and appliances which may be required to be installed at or in the
work. The CONTRACTOR shall cooperate with all aforesaid parties and shall allow
reasonable provisions for the prosecution of any other work by the Owner, or others, to be
done in connection with his work, or in connection with normal use of the facilities.
B.
Each Contractor shall cooperate fully with the CITY, the ENGINEER, and all other
Contractors employed on the work, to effect proper coordination and progress to complete
the project on schedule and in proper sequence. Insofar as possible, decisions of all kinds
required from the ENGINEER shall be anticipated by the Contractor to provide ample time
for inspection, or the preparation of instructions.
C.
Each CONTRACTOR shall assume full responsibility for the correlation of all parts of his
work with that of other Contractors. Each CONTRACTOR'S superintendent shall correlate
all work with other Contractors in the laying out of work. Each Contractor shall lay out his
own work in accordance with the Drawings, Specifications, and instructions of latest issue
and with due regard to the work of other Contractors.
PART 2 – PRODUCTS
NOT USED
PART 3 – EXECUTION
NOT USED
- END OF SECTION -
O:41052-006S01040:10-26-09
01040-1
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01070
ABBREVIATIONS
PART 1 -- GENERAL
1.01
A.
1.02
WORK INCLUDED
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
Architectural Aluminum Manufacturer's Association
AASHTO
American Association of the State Highway and Transportation Officials
ACI
American Concrete Institute
ACPA
American Concrete Pipe Association
AFBMA
Anti-Friction Bearing Manufacturer's Association, Inc.
AGMA
American Gear Manufacturer's Association
AHGDA
American Hot Dip Galvanizers Association
AI
The Asphalt Institute
AIA
American Institute of Architects
AISC
American Institute of Steel Construction
AISI
American Iron and Steel Institute
AITC
American Institute of Timber Construction
AMCA
Air Moving and Conditioning Association
ANSI
American National Standards Institute, Inc.
APA
American Plywood Association
API
American Petroleum Institute
APHA
American Public Health Association
APWA
American Public Works Association
ASA
Acoustical Society of America
ASAE
American Society of Agriculture Engineers
ASCE
American Society of Civil Engineers
O:41052-006S01070:10-26-09
01070-1
North Miami Beach
N.E. 172nd Street – Phase 2
ASHRAE
American Society of Heating, Refrigerating, and Air-Conditioning
Engineers
ASLE
American Society of Lubricating Engineers
ASME
American Society of Mechanical Engineers
ASMM
Architectural Sheet Metal Manual
ASSE
American Society of Sanitary Engineers
ASTM
American Society for Testing and Materials
AWPA
American Wood Preservers Association
AWPI
American Wood Preservers Institute
AWS
American Welding Society
AWWA
American Water Works Association
BHMA
Builders Hardware Manufacturer's Association
CMA
Concrete Masonry Association
CRSI
Concrete Reinforcing Steel Institute
DERM
Department of Environmental Resource Management
DCPW
Dade County Public Works
DIPRA
Ductile Iron Pipe Research Association
EIA
Electronic Industries Association
ETL
Electrical Test Laboratories
FBC
Florida Building CODE
FDER
Florida Department of Environmental Regulation
FDOT
Florida Department of Transportation
FS
Federal Specifications
IEEE
Institute of Electrical and Electronics Engineers
IES
Illuminating Engineering Society
IPCEA
Insulated Power Cable Engineers Association
ISA
Instrument Society of America
ISO
International Organization for Standardization
MBMA
Metal Building Manufacturer's Association
MTI
Marine Testing Institute
NAAM
National Association of Architectural Metal Manufacturers
NACE
National Association of Corrosion Engineers
O:41052-006S01070:10-26-09
01070-2
North Miami Beach
N.E. 172nd Street – Phase 2
NBS
National Bureau of Standards
NEC
National Electrical Code
NEMA
National Electrical Manufacturer's Association
NFPA
National Fire Protection Association
NRCA
National Roofing Contractors Association
OSHA
Occupational Safety and Health Administration
PCA
Portland Cement Association
SBC
Standard Building Code
SMACCNA
Sheet Metal and Air Conditioning Contractors National Association
SSPC
Steel Structures Painting Council
SSPWC
Standard Specifications for Public Works Construction
SFWMD
South Florida Water Management District
UL
Underwriters Laboratories, Inc.
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01070:10-26-09
01070-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01090
REFERENCE STANDARDS
PART 1 -- GENERAL
1.01
WORK INCLUDED
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" or FBC shall mean the Florida Building Code. 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.
O:41052-006S01090:10-26-09
01090-1
North Miami Beach
N.E. 172nd Street – Phase 2
D.
Applicable Standard Specifications: The CONTRACTOR shall construct the Work
specified herein in accordance with the requirements of the Contract Documents and the
referenced portions of those referenced codes, standards, and Specifications listed
herein.
G.
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.
H.
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-
O:41052-006S01090:10-26-09
01090-2
North Miami Beach
N.E. 172nd Street – Phase 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 CITY, ENGINEER, or other representatives of the CITY, 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
1.02
Type of Submittal
6
Shop Drawings
2
Warranties
2
Certificates of Compliance
7
Operation and Maintenance Manuals
SUBMITTAL PROCEDURES
B.
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.
C.
Revise and resubmit submittals as required, identify all changes made since previous
submittals. Re submittals shall be noted as such.
D.
Distribute copies of reviewed submittals to concerned parties.
promptly report any inability to comply with provisions.
1.03
Instruct parties to
SHOP DRAWINGS
A.
The CONTRACTOR shall submit for review shop drawings for CONTRACTOR
Furnished Equipment, 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
O:41052-006S01300:03-01-10
01300-1
North Miami Beach
N.E. 172nd Street - Phase 2
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 14 calendar days of receipt of such
Drawings. Reviewed shop drawings will be returned to the CONTRACTOR by regular
mail, posted no later than 14 days after receipt.
E.
Time delays caused by rejection of submittals are not cause for extra charges to the
CITY 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
his 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, CITY, CONTRACTOR, Bid Package number, and
building, equipment, or structure to which the drawing applies. Drawings shall be
suitably numbered and 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: 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.
CONTRACTOR's Review: Only submittals which have been checked and corrected
should be submitted to the CONTRACTOR by his subcontractors and vendors. Prior to
submitting shop drawings to the ENGINEER, the CONTRACTOR shall check thoroughly
all such Drawings to satisfy himself 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.
O:41052-006S01300:03-01-10
01300-2
North Miami Beach
N.E. 172nd Street - Phase 2
L.
CONTRACTOR's Responsibility: The ENGINEERS 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.
M. 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 other brand or make which, in the opinion of the ENGINEER, is
equivalent to that specified or indicated may be offered as a substitute subject to the
following provisions:
N.
1.
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.
2.
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.
4.
Where the acceptance of a substitution requires revision or redesign of any part of
the Work, all such revision and redesign, and all new Drawings and details
required therefore, shall be provided by the CONTRACTOR at his own cost and
expense, and shall be subject to review of the ENGINEER.
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, or substitute, 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.
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.
O. 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"
2 copies returned to the CONTRACTOR
O:41052-006S01300:03-01-10
01300-3
North Miami Beach
N.E. 172nd Street - Phase 2
2 copies transmitted to the CITY
1 copy remain at the ENGINEER's office
1 copy remain with the shop drawing reviewer
2.
Drawings Marked "REVISE AND RESUBMIT"
4 copies returned to the CONTRACTOR
1 copy remain at the ENGINEER's office
1 copy remain with the shop drawing reviewer
P.
1.04
If the CONTRACTOR requires additional copies of returned shop drawings, he shall
include extra Drawings in his original submittal. The ENGINEER will process the
Drawings and return them to the CONTRACTOR.
WARRANTIES
A.
All equipment furnished shall be warranted for a minimum period of one year from date
of final written acceptance by the City.
B.
When advance copies of warranties are requested, they shall be submitted with, and
considered as shop drawings.
1.05
A.
1.06
CERTIFICATES
Two copies of certificates of compliance and test reports shall be submitted for
requested items to the ENGINEER prior to request for payment.
OPERATION AND MAINTENANCE MANUALS
A.
General: The CONTRACTOR shall furnish and deliver to the ENGINEER seven (7)
complete Operation and Maintenance (O&M) Manuals for the substantial, complete
systems including instructions, technical bulletins, and any other printed matter such as
diagrams, prints or drawings, containing full information required for the proper
operations, maintenance, and repair of all CONTRACTOR furnished equipment. Also
included shall be a spare parts diagram and complete spare parts list. These
requirements are a prerequisite to the operation and acceptance of equipment. Each
O&M Manual shall be bound together in appropriate three-ring binders. A detailed table
of contents shall be provided for each Manual.
B.
Written operations and maintenance instructions are required for all equipment items
supplied for this project. The amount of detail shall be commensurate with the
complexity of the equipment item. Extensive pictorial cuts of equipment are required for
operator reference in servicing.
C.
Information not applicable to the specific piece of equipment installed on this project
shall be struck from the Manual by the CONTRACTOR. Information provided shall
include a source of replacement parts and names of service representatives, including
addresses and telephone numbers.
O:41052-006S01300:03-01-10
01300-4
North Miami Beach
N.E. 172nd Street - Phase 2
D.
When written instructions include shop drawings and other information previously
reviewed by the ENGINEER, only those editions which were accepted by the
ENGINEER, and which accurately depict the equipment installed, shall be incorporated
in the O&M Manual.
PART 2 – PRODUCTS
(NOT USED)
PART 3 – EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S01300:03-01-10
01300-5
North Miami Beach
N.E. 172nd Street - Phase 2
SECTION 01400
QUALITY CONTROL
PART 1 -- GENERAL
1.01
INSPECTION AT PLACE OF MANUFACTURE
A.
Unless otherwise specified, all products, materials, and time and equipment shall be
subject to inspection 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 CITY reserves the right to use
any generally-accepted system of sampling and testing which, in the opinion of the
ENGINEER will insure the CITY that the quality of the workmanship is in full accord with
the Contract Documents.
B.
Any waiver by the CITY 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
O:41052-006S01400:03-01-10
01400-1
North Miami Beach
N.E. 172nd Street - Phase 2
conditions, and any required removal, repair, or replacement caused by unsuitable
conditions shall be performed by the CONTRACTOR within the scope of the Project.
1.04
INSPECTION AND TESTING
A.
The CITY will 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 his obligations under the Contract. The laboratory testing work will include such
inspections 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
inspection 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 inspection before
shipment from the place of manufacture. The CONTRACTOR shall at all times furnish
the ENGINEER and his representatives, facilities including labor, and allow proper time
for inspecting and testing materials, equipment, and workmanship. 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 his own expense, all samples of materials required by
the ENGINEER for testing, and shall make his own arrangements for providing water,
electric power, or fuel for the various inspections and tests of structures and equipment.
D.
The CITY will bear the cost of all tests, inspections, or investigations undertaken by the
order of the ENGINEER for the purpose of determining conformance with the Contract
Documents if such tests, inspections, 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, inspections,
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
A.
RIGHT OF REJECTION
The ENGINEER, acting for the CITY, 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 CITY.
O:41052-006S01400:03-01-10
01400-2
North Miami Beach
N.E. 172nd Street - Phase 2
B.
1.06
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.
OTHER CONSTRUCTION CONSIDERATIONS
A.
Cutting and Patching: The CONTRACTOR shall perform all cutting and patching of the
Work that may be required to make its several parts come together properly and fit it to
receive or be received by such other work. The CONTRACTOR shall not endanger any
work of others by cutting, excavating or otherwise altering their work and shall only cut or
alter work with the written consent of the ENGINEER and of the other contractors whose
work will be affected.
B.
Sleeves and Openings: The CONTRACTOR shall provide all openings, chases, etc., to
fit its own work and that of any other subcontractors and contractors. 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.
C.
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.
D.
Any cost resulting from correction of defective, ill-timed, or mislocated work or for
subsequent work which becomes necessary because of omitted openings, chases,
sleeves, frames, inserts, etc., shall be borne by the CONTRACTOR or subcontractor
responsible therefor. The CONTRACTOR shall not arbitrarily cut, drill, alter, damage, or
otherwise endanger the work of another contractor. In no case shall beams, lintels, or
other structural members be cut without the proper authorization of the ENGINEER. The
nature and extent of any corrective or additional work shall be subject to the acceptance
of the ENGINEER following consultation with the affected parties.
E.
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.
F.
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)
O:41052-006S01400:03-01-10
01400-3
North Miami Beach
N.E. 172nd Street - Phase 2
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01400:03-01-10
01400-4
North Miami Beach
N.E. 172nd Street - Phase 2
SECTION 01510
TEMPORARY UTILITIES
PART 1 -- GENERAL
1.01
WORK INCLUDED
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 inspection and review by the
CITY'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, as
noted below. 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.
Electricity will be furnished free of charge by the CITY for hand tools, but not welders,
where outlet source is available and approved by the ENGINEER. Electricity for testing
and start-up of equipment will be furnished by the CITY.
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 nonworking periods if the area is subject to access by the public or plant
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
A.
WATER SUPPLY
The CITY will furnish water for general construction purposes for this Project free of
charge form the most convenient source or through existing piping. All water used,
however, must be metered through a CITY meter. Failure of the CONTRACTOR to
meter the water, or providing others with water, could result in his being fined and/or a
O:41052-006S01510:03-01-10
01510-1
North Miami Beach
N.E. 172nd Street - Phase 2
citation being issued against him in accordance with the rules and regulations of the City
of North Miami Beach.
B.
All temporary piping, valves, hoses, equipment, and other items required for handling the
water shall be furnished by the CONTRACTOR. Under no circumstances shall the
CONTRACTOR utilize a water source until such source has been approved for use by
the ENGINEER.
C.
Care shall be exercised in the use of water and provision shall be made to protect the
water supply from contamination and indiscriminate use by unauthorized persons. The
CONTRACTOR shall use only potable water.
D.
Potable Water: All drinking water on the site during construction shall be furnished by the
CONTRACTOR and shall be bottled water or water furnished in suitable dispensers.
E.
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 CITY.
1.04
A.
1.05
A.
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.
COMMUNICATIONS
Telephone Services: The CONTRACTOR shall provide and maintain at all times during
the progress of the Work not less than one telephone in good working order, at the site
of the Work included in the Contract.
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01510:03-01-10
01510-2
North Miami Beach
N.E. 172nd Street - Phase 2
SECTION 01530
PROTECTION OF EXISTING FACILITIES
PART 1 -- GENERAL
1.01
WORK INCLUDED
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 provide temporary bypass piping/pumping during the time of
construction when there is Work being done on existing pipelines and utilities. In
addition, the Contractor shall coordinate his Work so as not to impact any nearby public
or private facilities. In performing the Work shown and specified, the Contractor shall
plan and schedule his Work as outlined in Article 1.04 of Section 01010 entitled
"Summary of Work".
C.
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.
D.
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.
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 CITY has secured authority therefor 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 CITY 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 CITY to the CONTRACTOR so desiring, to the extent,
amount, in the manner, and at the times permitted. No such decision as to the method
O:41052-006S01530:02-24-10
01530-1
North Miami Beach
N.E. 172nd Street – Phase 2
or time of conducting the Work or the use of territory shall be made the basis of any
claim for delay or damage.
1.03
A.
1.04
PROTECTION OF STREET OR ROADWAY MARKERS
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
responsibility to notify the proper representatives of the CITY 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 CITY
at the CONTRACTOR's expense after all pump station work has been completed.
RESTORATION OF PAVEMENT
A.
General: All paved areas including 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 or in the requirements of the agency issuing the permit. All
temporary and permanent pavement shall conform to the requirements of the affected
pavement owner. 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.
D.
Restoration of Sidewalks or Private Driveways: Wherever sidewalks or private roads
have been damaged during construction, the CONTRACTOR shall place suitable
temporary sidewalks or roadways promptly after backfilling and shall maintain them in
satisfactory condition for the period of time fixed by the authorities having jurisdiction
over the affected portions before proceeding with the final restoration or, if no such
period of times is so fixed, the CONTRACTOR shall maintain said temporary sidewalks
or roadways until the final restoration thereof has been made.
1.05
EXISTING UTILITIES AND IMPROVEMENTS
O:41052-006S01530:02-24-10
01530-2
North Miami Beach
N.E. 172nd Street – Phase 2
A.
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.
Utilities to be Moved: In case it shall be necessary to move the property of any public
utility or franchise holder, such utility company or franchise holder will, upon request of
the CONTRACTOR, be notified by the CITY to move such property within a specified
reasonable time. When utility lines that are to be removed are encountered within the
area of operations, the CONTRACTOR shall notify the ENGINEER a sufficient time in
advance for the necessary measures to be taken to prevent interruption of service.
C.
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
owner of the facility. 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.
D.
CITY's Right of Access: The right is reserved to the CITY 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.
E.
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.
F.
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.
G.
All costs of locating, repairing damage not due to failure of the CONTRACTOR to
exercise reasonable care, and removing or relocating such utility facilities not shown in
the Contract Documents with reasonable accuracy, and for equipment on the project
which was actually working on that portion of the Work which was interrupted or idled by
removal or relocation of such utility facilities, and which was necessarily idled during
such Work will be paid for as extra Work in accordance with the provisions of the
General Conditions. Compensation shall not include CONTRACTOR's costs for the
coordination of his activities with the utility company affected. CONTRACTOR shall
O:41052-006S01530:02-24-10
01530-3
North Miami Beach
N.E. 172nd Street – Phase 2
schedule his work in such a manner that he is not delayed by the utilities companies
relocating or supporting their facilities.
No compensation will be paid the
CONTRACTOR for any loss of time or delay associated with CONTRACTOR
scheduling.
H.
Approval of Repairs: All repairs to a damaged improvement are subject to inspection
and approval by an authorized representative of the improvement owner before being
concealed by backfill or other Work.
I.
Maintaining in Service: All power, telephone or other communication cable ducts, gas
and water mains, irrigation lines, sewer lines, storm drain 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 owner of said pipelines,
duct, main, irrigation line, sewer, storm drain, pole, or 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 STREET RIGHTS-OF-WAY AND PROJECT LIMITS
A.
General: The CONTRACTOR shall exercise all necessary precautions so as not to
damage or destroy any trees or shrubs, including those lying within street rights-of-way
and project limits, and shall not trim or remove any trees unless such trees have been
approved for trimming or removal by the jurisdictional agency or CITY. All existing trees
and shrubs which are damaged during construction shall be trimmed or replaced by the
CONTRACTOR or a certified tree company under permit from the jurisdictional agency
or CITY and to the satisfaction of said agency and/or the CITY. Tree trimming and
replacement shall be accomplished in accordance with the following paragraphs.
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 jurisdictional agency
and/or the CITY if any tree is damaged by the CONTRACTOR's operations. If, in the
opinion of said agency or the CITY, 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, or, if of a smaller size, the CONTRACTOR shall
pay to the CITY of said tree compensatory payment acceptable to the tree owner,
subject to the approval of the jurisdictional agency or CITY.
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, 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
O:41052-006S01530:02-24-10
01530-4
North Miami Beach
N.E. 172nd Street – Phase 2
than 3 days nor more than 7 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 -
O:41052-006S01530:02-24-10
01530-5
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01540
DEMOLITION AND REMOVAL OF EXISTING STRUCTURES AND EQUIPMENT
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
This Section covers the demolition, removal, and disposal of existing structures, pavement,
curbs, and sidewalk. The CONTRACTOR shall furnish all labor, materials and equipment
to demolish structures and to remove fixtures, anchors, supports, piping and accessories
designated to be removed on the Drawings.
TITLE TO EQUIPMENT AND MATERIALS
A.
CONTRACTOR shall have no right or title to any of the equipment, materials or other items
to be removed from the existing structures unless and until said equipment, 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 equipment, materials or other
items until the said equipment, materials or other items have been removed.
B.
CONTRACTOR shall have no claim against the CITY because of the absence of such
fixtures and materials.
1.03
CONDITION OF STRUCTURES AND EQUIPMENT
A.
The CITY does not assume responsibility for the actual condition of structures and
equipment to be demolished and removed.
B.
Conditions existing at the time of inspection for bidding purposes will be maintained by the
CITY so far as practicable.
C.
The information regarding the existing structures and equipment shown on the Drawings is
based on visual inspection and a walk-through survey only. Neither the ENGINEER nor
the CITY will be responsible for interpretations or conclusions drawn therefrom by the
CONTRACTOR.
PART 2 – PRODUCTS
(NOT USED)
PART 3 -- EXECUTION
3.01
A.
DEMOLITION AND REMOVALS
The removal of all equipment and piping, and all materials from the demolition of structure
shall, when released by the CITY and ENGINEER, be done by the CONTRACTOR and
shall become the CONTRACTOR's property, unless otherwise noted, for disposition in any
manner not contrary to the Contract requirements and shall be removed from the site to the
O:41052-006S01540:02-24-10
01540-1
North Miami Beach
N.E. 172nd Street – Phase 2
CONTRACTOR's own place of disposal.
B.
Any equipment piping and appurtenances removed without proper authorization, which are
necessary for the operation of the existing system shall be replaced to the satisfaction of
the ENGINEER at no cost to the CITY.
C.
Excavation caused by demolitions shall be backfilled with fill free from rubbish and debris.
3.02
PROTECTION
A.
Demolition and removal work shall be performed by competent experienced workmen for
the various type of demolition and removal work and shall be carried out through to
completion with due regard to the safety of CITY employees, workmen 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, OSHA requirements and all governing codes, and
as hereinafter specified.
C.
The CONTRACTOR shall 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.
D.
The CONTRACTOR shall provide, erect, and maintain lights, barriers, weather protection,
warning signs and other items as required for proper protection of the public and workmen
engaged in demolition operations.
E.
The CONTRACTOR shall take necessary precautions to prevent dust from rising by
wetting demolished concrete and similar debris.
F.
The CONTRACTOR shall provide adequate fire protection in accordance with local Fire
Department requirements.
G.
The CONTRACTOR shall be responsible for any damage to any existing structure or utility
by reason of the insufficiency of protection provided.
3.03
WORKMANSHIP
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 structures or
utilities 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.
All supports, pedestals and anchors shall be removed with the equipment and piping
unless otherwise specified or required. Wall sleeves and castings shall be plugged or
blanked off, all openings in concrete shall be closed in a manner meeting the requirements
O:41052-006S01540:02-24-10
01540-2
North Miami Beach
N.E. 172nd Street – Phase 2
of the appropriate Sections of these Specifications, as shown on the Drawings, and as
directed and approved by the ENGINEER.
C.
Materials or items designated to remain the property of the CITY shall be as hereinafter
tabulated. Such items shall be removed with care and stored at a location at the site to be
designated by the CITY.
D.
Materials or items demolished and not designated to become the property of the CITY or to
be reinstalled shall become the property of the CONTRACTOR and shall be removed from
the property and legally disposed of.
E.
The CONTRACTOR shall execute the work in a careful and orderly manner, with the least
possible disturbance to the public and surrounding area.
F.
The CONTRACTOR shall 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.
3.04
MAINTENANCE
A.
The CONTRACTOR shall maintain the structures and public properties free from
accumulations of waste, debris and rubbish, caused by the demolition and removal
operations.
B.
The CONTRACTOR shall provide on-site dump containers for collection of waste
materials, debris and rubbish, and he 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.
- END OF SECTION -
O:41052-006S01540:02-24-10
01540-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01550
SITE ACCESS AND STORAGE
PART 1 -- GENERAL
1.01
A.
1.02
HIGHWAY LIMITATIONS
The CONTRACTOR shall make its own investigation of the condition of available public and
private roads and of clearances, restrictions, bridge load limits, and other limitations
affecting transportation and ingress and egress to the site of the Work. It shall be the
CONTRACTOR's responsibility to construct and maintain any haul roads required for its
construction operations.
TEMPORARY CROSSINGS
A.
General: Wherever necessary or required for the convenience of the public or individual
residents at street or highway crossings, private driveways, or elsewhere, the
CONTRACTOR shall provide suitable temporary bridges over unfilled excavations, except in
such cases as the CONTRACTOR shall secure the written consent of the individuals or
authorities concerned to omit such temporary bridges, which written consent shall be
delivered to the ENGINEER prior to excavation. All such bridges shall be maintained in
service until access is provided across the backfilled excavation. Temporary bridges for
street and highway crossing shall conform to the requirements of the authority having
jurisdiction in each case, and the CONTRACTOR shall adopt designs furnished by said
authority for such bridges, or shall submit designs to said authority for approval, as may be
required.
B.
Street Use: Nothing herein shall be construed to entitle the CONTRACTOR to the exclusive
use of any public street, alleyway, or parking area during the performance of the Work
hereunder, and it shall so conduct its operations as not to interfere unnecessarily with the
authorized work of utility companies or other agencies in such streets, alleys, ways, or
parking areas. No street shall be closed to the public without first obtaining permission of
the ENGINEER and proper governmental authority. Where excavation is being performed
in primary streets or highways, one lane in each direction shall be kept open to traffic at all
times unless otherwise provided or shown. Toe boards shall be provided to retain
excavated material if required by the ENGINEER or the agency having jurisdiction over the
street or highway. Fire hydrants on or adjacent to the Work shall be kept accessible to
fire-fighting equipment at all times. Temporary provisions shall be made by the
CONTRACTOR to assure the use of sidewalks and the proper functioning of all gutters,
sewer inlets, and other drainage facilities.
C.
Traffic Control: For the protection of traffic in public or private streets and ways, the
CONTRACTOR shall provide, place, and maintain all necessary barricades, traffic cones,
warning signs, lights, and other safety devices in accordance with the requirements of the
"Manual of Uniform Traffic Control Devices, Part VI - Traffic Controls for Street and Highway
Construction and Maintenance Operations," published by U.S. Department of
Transportation, Federal Highway Administration (ANSI D6.1). The CONTRACTOR shall
take all necessary precautions for the protection of the Work and the safety of the public.
All barricades and obstructions shall be illuminated at night, and all lights shall be kept
O:41052-006S01550:02-24-10
01550-1
North Miami Beach
N.E. 172nd Street – Phase 2
burning from sunset until sunrise. The CONTRACTOR shall station such guards or flaggers
and shall conform to such special safety regulations relating to traffic control as may be
required by the public authorities within their respective jurisdictions. All signs, signals, and
barricades shall conform to the requirements of Subpart G, Part 1926, of the OSHA Safety
and Health Standards for Construction.
D.
1.03
Street Closure: If closure of any street is required during construction, a formal application
for a street closure shall be made to the authority having jurisdiction at least 30 days prior to
the required street closure in order to determine necessary sign and detour requirements.
TRAFFIC CONTROL
A.
The CONTRACTOR shall maintain traffic and protect the public from all damage to persons
and property within the Contract Limits, in accordance with all applicable state, local, and
city regulations. The CONTRACTOR shall conduct its operations so as to maintain and
protect access, for vehicular and pedestrian traffic, to and from all properties and business
establishments and joining or adjacent to those streets affected by its 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. Watchmen and flagmen shall be provided as may be
necessary for the protection of traffic.
B.
All dirt or debris spilled from the CONTRACTOR's trucks on existing pavements shall be
removed by the CONTRACTOR immediately.
1.04
A.
SECURITY
The CONTRACTOR shall employ watchmen and security guards to protect the job site
against vandalism, burglary, theft, trespassing, etc. The CONTRACTOR shall care for and
protect against loss or damage of all material to be incorporated in the construction for the
duration of the project and shall repair or replace damaged or lost materials and damage to
structures. The CONTRACTOR shall be responsible for providing, maintaining and
securing gates used for construction purposes for the duration of the project.
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01550:02-24-10
01550-2
North Miami Beach
N.E. 172nd Street – Phase 2
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 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 Aggregate Sum items in the Proposal.
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. At the close
of each work day, the facilities shall be locked to prevent unauthorized access.
C.
The CONTRACTOR shall maintain the sanitary facilities in a satisfactory and sanitary
condition at all time and shall enforce their use. He shall rigorously prohibit the committing
of nuisances on the site of the Work, on the lands of the CITY, or an adjacent property.
O:41052-006S01560:03-01-10
01560-1
North Miami Beach
N.E. 172nd Street - Phase 2
D. The CITY 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.
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 his operation. He shall, upon written notification from the
ENGINEER or the 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 his operations to confine all runoff water from disturbed surfaces,
water from dewatering operations that becomes contaminated with lime 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.
O:41052-006S01560:03-01-10
01560-2
North Miami Beach
N.E. 172nd Street - Phase 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 his 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 5 days prior written notice
to the CONTRACTOR, employ such labor and equipment as it deems necessary for the
purpose, and all costs resulting there from 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 -
O:41052-006S01560:03-01-10
01560-3
North Miami Beach
N.E. 172nd Street - Phase 2
SECTION 01600
MATERIALS AND EQUIPMENT
PART 1 - GENERAL
1.01
A.
1.02
GENERAL
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 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 methods and means which will prevent damage,
deterioration, and loss including theft. Delivery schedules shall be controlled to minimize
long-term storage of products at site and overcrowding of construction spaces. In particular,
the CONTRACTOR shall provide delivery/installation coordination to ensure minimum
O:41052-006S01600:03-01-10
01600-1
North Miami Beach
N.E. 172nd Street – Phase 2
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 CITY, 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.
D.
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.
O:41052-006S01600:03-01-10
01600-2
North Miami Beach
N.E. 172nd Street – Phase 2
1.08
MAINTENANCE OF EQUIPMENT STORAGE
A.
For mechanical and electrical equipment in long-term storage, the CONTRACTOR shall
provide a copy of the supplier's service instructions to accompany each item, with notice on
enclosed instruction shown on exterior of package.
B.
Equipment shall be serviced on a regularly scheduled basis, and a log of services shall be
maintained and submitted as a record document to the ENGINEER.
1.09
A.
1.10
LUBRICANTS
During testing and prior to acceptance, the CONTRACTOR shall furnish all lubricants
necessary for the proper lubrication of all equipment furnished under this Contract.
SPECIAL TOOLS
A.
For each type of equipment furnished by him, the CONTRACTOR shall provide a complete
set of all special tools (including calibration and test equipment) which may be necessary for
the adjustment, operation, maintenance and disassembly of such equipment.
B.
Special tools shall be delivered at the same time as the equipment to which they pertain.
The CONTRACTOR shall properly store and safeguard such special tools until completion
of the Work, at which time they shall be delivered to the CITY.
1.11
A.
1.12
PROTECTION AGAINST ELECTROLYSIS
Where dissimilar metals are used in conjunction with each other, suitable insulation shall be
provided between adjoining surfaces so as to eliminate direct contact and any resultant
electrolysis. The insulation shall be bituminous impregnated felt, heavy bituminous
coatings, nonmetallic separators or washers, or other acceptable materials.
FASTENERS
A.
All necessary bolts, anchor bolts, nuts, washers, plates and bolt sleeves shall be furnished
by the CONTRACTOR in accordance herewith. Bolts shall have suitable washers and,
where so required, their nuts shall be hexagonal.
B.
All bolts, anchor bolts, nuts, washers, plates, and bolt sleeves shall be Type 316 stainless
steel unless otherwise specifically indicated or specified.
C.
Unless otherwise specified, stud, tap, and machine bolts shall be of the best quality refined
bar iron. Hexagonal nuts of the same quality of metal as the bolts shall be used.
1.13
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 CITY 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.
O:41052-006S01600:03-01-10
01600-3
North Miami Beach
N.E. 172nd Street – Phase 2
PART 2 – PRODUCTS
(Not Used)
PART 3 – EXECUTION
(Not Used)
- END OF SECTION -
O:41052-006S01600:03-01-10
01600-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01660
EQUIPMENT TESTING AND START-UP
PART 1 – GENERAL
1.01
GENERAL
A.
Equipment testing and startup are requisite to satisfactory completion of the contract and,
therefore, shall be completed within the Contract time.
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.
6.
CITY operation and maintenance training.
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.
B.
The CONTRACTOR shall require that each supplier's representative furnish to the
ENGINEER a written report addressed to the CITY, 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, and has been
operated satisfactorily under full-load conditions is ready for operation and the CITY's
operating personnel have been instructed in the operation, maintenance and lubrication of
the equipment.
C.
The CONTRACTOR shall be responsible for scheduling all operations testing. The
CONTRACTOR is advised that the ENGINEER and the CITY's operating personnel will
witness operations testing.
D.
The supplier's representative shall instruct the CITY's operating personnel in correct
operation and maintenance procedures. The instruction shall demonstrate start-up,
O:41052-006S01660:03-01-10
01660-1
North Miami Beach
N.E. 172nd Street – Phase 2
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
CITY 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 O&M
Manuals (specified in Section 01300) prior to commencement of training.
E.
The CONTRACTOR shall notify the ENGINEER at least 14 days in advance of each
equipment test or CITY training session.
F.
Training shall be provided to CITY's personnel between the hours of 7:30 A.M. and 3:30
P.M. as necessary.
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.
1.03
STARTUP
A.
The startup of the pump station requires the combined technical expertise of the
CONTRACTOR, suppliers, subcontractors, the ENGINEER, and the CITY. The
CONTRACTOR shall provide the effective coordination of all parties necessary for the
successful startup.
B.
Not less than three (3) weeks prior to startup, the CONTRACTOR shall submit to the CITY
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.
C.
The startup shall not be commenced until all required leakage tests and equipment tests
have been completed to the satisfaction of the CITY.
D.
All defects in materials or workmanship which appear during this test 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 CITY, be justifiable cause for extending the startup test duration.
E
During the startup, the equipment manufacturer shall furnish the services of a qualified
factory trained field service CONSULTANT for 8-hours working day(s) at the site to inspect
the installation and instruct the owner’s personnel on the operation and maintenance of the
pumping units. After the pumps have been completely installed and wired, the
CONTRACTOR shall have the manufacturer do the following:
a.
b.
c.
d.
e.
f.
Megger stator and power cables.
Check seal lubrication.
Check for proper rotation.
Check power supply voltage.
Measure motor operating load and no-load current.
Check level control operation and sequence.
During this initial inspection, the manufacturer’s service representative shall review
O:41052-006S01660:03-01-10
01660-2
North Miami Beach
N.E. 172nd Street – Phase 2
recommended operation and maintenance procedures with the owner’s personnel.
PART 2 – PRODUCTS
(NOT USED)
PART 3 – EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S01660:03-01-10
01660-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 01700
PROJECT CLOSEOUT
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
FINAL CLEANUP
The CONTRACTOR shall promptly remove from the vicinity of the completed Work, all
rubbish, unused materials, concrete forms, construction equipment, and temporary
structures and facilities used during construction. Final acceptance of the Work by the
CITY will be withheld until the CONTRACTOR has satisfactorily complied with the
foregoing requirements for final cleanup of the project site.
CLOSEOUT TIMETABLE
The CONTRACTOR shall establish dates for equipment testing, acceptance periods,
and on-site instructional periods (as required under the Contract). Such dates shall be
established not less than three weeks prior to beginning any of the foregoing items, to
allow the CITY, the ENGINEER, and their authorized representatives sufficient time to
schedule attendance at such activities.
FINAL SUBMITTALS
Before the final acceptance of the project, the CONTRACTOR shall submit to the
ENGINEER (or to the CITY if indicated) certain records, certifications, etc., which are
specified elsewhere in the Contract Documents. Missing, incomplete or unacceptable
items, as determined by the ENGINEER or the CITY, shall constitute grounds for
withholding final payment to the CONTRACTOR. A partial list of such items appears
below, but is shall be the CONTRACTOR's responsibility to submit any other items
which are required in the Contract Documents:
1.
Written Test results of project components, where required.
2.
Performance affidavits for equipment, where required.
3.
During the entire construction operation, the CONTRACTOR shall maintain
records of all deviations from the Drawings and Specifications and shall prepare
therefrom record drawings showing correctly and accurately all changes and
deviations from the Work made during construction to reflect the Work as it was
actually constructed. These drawings shall conform to recognized standards of
drafting, shall be neat, legible and on mylar or other reproducible material
acceptable to the ENGINEER.
4.
Written guarantees, where required.
5.
Certificates of inspection and acceptance by local governing agencies having
jurisdiction.
O:41052-006S01700:02-24-10
01700-1
North Miami Beach
N.E. 172nd Street – Phase 2
6.
1.04
Releases from all parties who are entitled to claims against the subject project,
property, or improvement pursuant to the provisions of law.
PUNCH LISTS
A.
Final cleaning and repairing shall be scheduled upon completion of the project.
B.
The ENGINEER will make his final inspection whenever the CONTRACTOR has notified
the ENGINEER that the work is ready for the inspection. Any work not found acceptable
and requiring cleaning, repair and/or replacement will be noted on the "Punch" list. Work
that has been inspected and accepted by the ENGINEER shall be maintained by the
CONTRACTOR, until final acceptance of the entire project.
C.
Whenever the CONTRACTOR has completed the items on the punch list, he shall again
notify the ENGINEER that it is ready for final inspection. This procedure will continue
until the entire project is accepted by the ENGINEER. The "Final Payment" will not be
processed until the entire project has been accepted by the ENGINEER and all of the
requirements in previous Article 1.03 "Final Submittals" have been satisfied.
1.05
A.
1.06
A.
1.07
TOUCH-UP AND REPAIR
The CONTRACTOR shall touch-up and repair damage to all field painted and factory
finished equipment. Touch-up of equipment panels, etc., shall match as nearly as
possible the original finish. If in the opinion of the ENGINEER the touch-up work is not
satisfactory, the CONTRACTOR shall repaint the item.
CLEANING
Before the final acceptance of the project, the CONTRACTOR shall accomplish the
cleaning and final adjustments of the various stormwater system components as follows:
1.
Clean and lubricate all finish hardware after adjustment for proper operation.
2.
Touch up marks of defects in painted surfaces and touch up any similar defects in
factory finished surfaces.
3.
Remove all stains, marks, fingerprints, soil, spots, and blemishes from all finish
surfaces.
MAINTENANCE AND GUARANTEE
A.
The CONTRACTOR shall comply with all maintenance and guarantee requirements of
the Contract Documents.
B.
Replacement of earth fill or backfill, where it has settled below the required finish
elevations, shall be considered as a part of such required repair work, and any repair or
resurfacing constructed by the CONTRACTOR which becomes necessary by reason of
such settlement shall likewise be considered as a part of such required repair work
unless the CONTRACTOR shall have obtained a statement in writing from the affected
private owner or public agency releasing the CITY from further responsibility in
connection with such repair or resurfacing.
O:41052-006S01700:02-24-10
01700-2
North Miami Beach
N.E. 172nd Street – Phase 2
C.
1.08
A.
1.09
A.
1.10
The CONTRACTOR shall make all repairs and replacements promptly upon receipt of
written order from the CITY. If the CONTRACTOR fails to make such repairs or
replacements promptly, the CITY reserves the right to do the Work and the
CONTRACTOR and his surety shall be liable to the CITY for the cost thereof.
GREASE, OIL AND FUEL
All grease, oil and fuel required for testing of equipment shall be furnished by the
CONTRACTOR. The CONTRACTOR shall also furnish a one year's supply of lubricants
including grease and oil of the type recommended by the manufacturer for each item of
equipment supplied.
TOOLS
Any special tools (including grease guns or other lubricating devices) which may be
necessary for the adjustment, operation, and maintenance of any equipment shall be
furnished with the respective equipment. The CONTRACTOR shall furnish a complete
list of tools and instructions for their use, recommended by the manufacturer or supplier
with the Shop Drawing Submittal.
SPARE PARTS
A.
Spare parts for equipment shall be furnished where indicated in the equipment
specifications. Spare parts shall be identical and interchangeable with original parts.
Parts shall be supplied, prepared for storage, in clearly identified containers, except
large or bulky items which may be wrapped in polyethylene.
B.
The parts shall be stored separately in a locked area, maintained by the
CONTRACTOR, and shall be delivered to the CITY at a location designated by the
CITY. The CONTRACTOR shall furnish an inventory listing all spare parts for each
piece of equipment in the form included at the end of this section.
PART 2 -- PRODUCTS
(NOT USED)
PART 3 --EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S01700:02-24-10
01700-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02010
SUBSURFACE EXPLORATION
PART 1 -- GENERAL
1.01
A.
THE REQUIREMENT
The Contractor shall assume responsibility for knowledge of soil characteristics in the
areas where excavation is required, based on past experience, the knowledge of others,
soil tests, or other means available. No claim for extra compensation or for extension of
time will be allowed on account of subsurface conditions inconsistent with Contractor's
assumptions, except as provided elsewhere herein.
PART 2 -- PRODUCTS
(NOT USED)
PART 3 – EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S02010:03-01-10
02010-1
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02050
DEMOLITION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall remove and dispose of or salvage any existing structures, piping,
conduits, or appurtenances or portions thereof, as shown on the Drawings and specified
herein or required to complete the project.
B.
All materials designated for disposal shall, when released by the CITY, become the
Contractor's property and shall be removed from the site and disposed of by the
Contractor.
C.
All materials designated to be salvaged shall be carefully removed and moved to an
CITY-designated location.
1.02
A.
1.03
SUBMITTALS
The Contractor shall submit for review, in accordance with Section 01300 entitled
"Submittals", the proposed methods, equipment, and operation sequence. Include
coordination for shut-off, temporary services, continuation of service, and other
applicable items to ensure no interruption of operations except as herein before
specified.
CONSTRAINTS
A.
The closing or obstructing of roadways adjacent to the Work by the placement or storage
of materials will not be permitted. All operations shall be conducted with minimum
interference to traffic on these ways.
B.
Scheduling: The Contractor shall carry out his operations so as to avoid interference with
operations and work in the existing facilities.
C.
Notification: At least 48 hours prior to commencement of a demolition or removal, the
Contractor shall notify the CITY in writing of his proposed removal schedule. No
removals shall be started until the schedule is acceptable to the CITY.
PART 2 – PRODUCTS
(Not Used)
PART 3 -- EXECUTION
3.01
A.
GENERAL
The Contractor shall remove all equipment and accessories in a workmanlike manner
O:41052-006S02050:03-01-10
02050-1
North Miami Beach
N.E. 172nd Street – Phase 2
and shall take all necessary precautions to avoid damaging existing equipment, piping,
and structures which are to be retained. Damages shall be repaired or replaced at the
expense of the Contractor.
B.
3.02
A.
3.03
A.
3.04
A.
3.05
The Contractor shall proceed with the removal of the structures, equipment, piping, and
appurtenances in a sequence designed to maintain the facilities in continuous operation.
UNAUTHORIZED REMOVAL
Any equipment, piping, and appurtenances removed without proper authorization, shall
be replaced to the satisfaction of the CITY at no cost to the CITY.
SALVAGED ITEMS
Items to be salvaged shall be tagged and shall remain the property of the CITY. The
Contractor shall carefully move salvaged equipment to an CITY designated location.
DEMOLITION
All materials and equipment shown on the Drawings to be removed or demolished shall
become the property of the Contractor, with the exception of items tagged by the CITY to
be salvaged. The Contractor shall dispose of all demolition materials, equipment,
debris, and all other items off of the project site and in conformance with all existing
applicable laws and regulations.
STRUCTURAL REMOVALS
A.
The Contractor shall remove structures to the lines and grades shown, unless otherwise
indicated by the CITY.
B.
All wood, concrete, brick, tile, concrete block, roofing materials, reinforcement, structural
or miscellaneous metals, plaster, wire mesh, and other items contained in or upon the
structure shall be removed and taken from the project site. These items shall not be
used in backfill.
C.
Anchoring: Where new anchoring materials, including bolts, nuts, hangers, welds, and
reinforcing steel, are required to attach new work to the existing work, they shall be
included under this Section, except where specified elsewhere.
3.06
A.
CLEANUP
The Contractor shall remove from the project site all debris resulting from the demolition
and removal operations as it accumulates. Upon completion of the demolition work, all
materials, equipment, waste, and debris of every sort shall be removed, and the
premises shall be left clean, neat, and orderly.
- END OF SECTION -
O:41052-006S02050:03-01-10
02050-2
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02110
CLEARING AND GRUBBING
PART 1 -- GENERAL
1.01
A.
THE REQUIREMENT
Clear and grub the areas to be occupied by the proposed facilities including all areas to be
excavated, filled, paved, or planted as shown on the Drawings, and remove and/or dispose
of material and debris resulting from these operations as specified herein.
PART 2 – PRODUCTS
(NOT USED)
PART 3 -- EXECUTION
3.01
CLEARING
A.
The surface of the ground, for the area to be cleared and grubbed shall be completely
cleared of all timber, brush, stumps, roots, grass, weeds, rubbish and all other objectionable
obstructions resting on or protruding through the surface of the ground. However, those
trees which are designated by the CITY shall be preserved as hereinafter specified.
Clearing operations shall be conducted so as to prevent damage to existing facilities,
installation or vegetation, so as to provide for the safety of employees and others.
B.
For selective clearing, the CITY shall select and mark, or otherwise designate, the trees or
other vegetation to be removed.
3.02
A.
3.03
GRUBBING
Grubbing shall consist of the complete removal of all stumps, roots larger than 1.5 inches in
diameter, matted roots, brush, timber, logs and any other organic or metallic debris resting
on, under or protruding through the surface of the ground to a depth of 18 inches below the
subgrade. All depressions excavated below the original ground surface for or by the
removal of such objects, shall be refilled with suitable materials and compacted to a density
conforming to the surrounding ground surface.
DISPOSAL OF CLEARED AND GRUBBED MATERIAL
A.
The Contractor shall dispose of all material and debris from the clearing and grubbing
operations by delivering to an appropriately permitted landfill.
B.
Deep burial and burning of any material shall not be permitted. In no case shall debris from
the clearing and grubbing operations remain on site. The cost of disposal of material
(including hauling) shall be considered a subsidiary obligation of the Contractor, the cost of
which shall be included in the Contract price.
O:41052-006S02110:03-01-10
02110-1
North Miami Beach
N.E. 172nd Street – Phase 2
3.04
A.
PROTECTION OF ADJACENT AREAS
The Contractor shall protect areas shown on the Drawings or designated by the CITY to
remain protected from damage by construction operations by erecting suitable barriers or
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.
- END OF SECTION -
O:41052-006S02110:03-01-10
02110-2
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02222
EXCAVATION AND BACKFILL FOR UTILITIES
PART 1 -- GENERAL
1.01
A.
1.02
WORK INCLUDED
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.
Clearing and Grubbing
B.
Piping, General
C.
Cast-in-Place Concrete
D.
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 his proposed methods
of handling trench water and the locations at which the water will be disposed of.
Methods shall be acceptable to the ENGINEER before starting the excavation. It shall be
the CONTRACTOR’s responsibility to obtain all the necessary dewatering permits from
the appropriate permitting agencies prior to starting excavation. (Dewater permits shall
be obtained by contractor from appropriate permitting agencies.)
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; 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, he may order additional supports
put in at the CONTRACTOR's expense.
1.04
A.
QUALITY CONTROL
An independent testing laboratory will be retained by the CITY to do appropriate testing
as described in Section 01400, "Quality Control". The CONTRACTOR shall schedule
O:41052-006S02222:03-01-10
02222-1
North Miami Beach
N.E. 172nd Street – Phase 2
his Work so as to permit a reasonable time for testing before placing succeeding lifts and
shall keep the laboratory informed of his progress.
1.05
A.
1.06
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.
TRENCH SAFETY ACT COMPLIANCE
The CONTRACTOR by signing and executing the contract is, in writing, assuring that he
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 on Sheet P-8 of the Contract front-end document.
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.
B.
1.07
The CONTRACTOR is, and the CITY 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 CITY 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".
PROTECTION OF PROPERTY AND STRUCTURES
A.
The CONTRACTOR shall, at his own expense, sustain in place and protect form direct
or indirect injury, all pipes, poles, conduits, walls, buildings, and all other structures,
utilities, and property in the vicinity of his 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
property in the vicinity of his 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
property in the vicinity of his work. He shall be responsible for all damage, and assume
all expenses, for direct or indirect injury and damage, caused by his 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
O:41052-006S02222:03-01-10
02222-2
North Miami Beach
N.E. 172nd Street – Phase 2
OSHA, local and Federal Code requirements, in such a manner to prevent persons from
falling or walking into any excavation within treatment plant fenced property.
PART 2 -- PRODUCTS
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 is 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") 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 graduation, 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
3/4 inch
99
1/2 inch
65
No. 4
2
Crushed stone shall be used for bedding of 24-inch and larger diameter pipe as detailed
and at other locations indicated on the Drawings. Crushed stone shall be used when
either side of the trench is within the water table or is sided by muck or muck-like
materials. 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
5/8 inch
100
1/2 inch
40 - 100
3/8 inch
15 - 45
No. 10
0 -5
Sand for bedding polyvinyl chloride pipe shall be a dry screened sand. Sand shall be
graded sand with 100 percent passing a 3/8 inch sieve and not more than 5 percent
passing a No. 200 sieve.
O:41052-006S02222:03-01-10
02222-3
North Miami Beach
N.E. 172nd Street – Phase 2
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 selected
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 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" 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 workmen 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 system operations, traffic on public 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
O:41052-006S02222:03-01-10
02222-4
North Miami Beach
N.E. 172nd Street – Phase 2
be removed to other convenient places of storage acceptable to the CITY 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 used on the plant site as directed by the ENGINEER.
SHEETING AND BRACING
A.
The CONTRACTOR shall furnish, place and maintain sheeting and bracing to support
sides of the excavation 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. If interlocking steel sheeting is used, it may
be removed providing removal can be accomplished without disturbing 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 CITY may permit sheeting to be left in place at the
request and expense of the CONTRACTOR.
B.
If the ENGINEER is of the opinion that at any point sufficient or proper supports, have
not be provided, he 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 requirement 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 acceptable to the
ENGINEER. 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
outage of one or more pumps.
D.
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 the streets, cause any interference with the
use of the same by the public, or cause pollution of any waterway or stream. The
O:41052-006S02222:03-01-10
02222-5
North Miami Beach
N.E. 172nd Street – Phase 2
CONTRACTOR shall submit his proposed methods of handling trench water and
locations at which the water will be disposed of to the ENGINEER for review and shall
receive acceptance before starting the excavation. Disposal to any surface water body
will require silt screens to prevent any degration in the water body. It shall be the
CONTRACTOR’s responsibility to obtain all the necessary dewatering permits from the
appropriate permitting agencies prior to starting excavation.
3.04
A.
3.05
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 CITY 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, A. 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.
C.
Manholes and Vaults: Any excavation below the levels required for the proper
construction of manholes 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.
O:41052-006S02222:03-01-10
02222-6
North Miami Beach
N.E. 172nd Street – Phase 2
3.07
A.
COMPACTION AND DENSITIES
Compaction of backfill shall be 98 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 DOT. 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.
B.
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.
Trench backfill which does not comply with the specified densities, as indicated by such
tests, shall be reworked and re-compacted until the required compaction is secured, at
no additional cost to the CITY. The costs for retesting such Work shall be paid for by the
CONTRACTOR.
3.08
ADDITIONAL EXCAVATION AND BACKFILL
A.
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 a 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,
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 his 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 incidental items of
construction and the Work shall be done at the CONTRACTOR's expense.
- END OF SECTION O:41052-006S02222:03-01-10
02222-7
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02224
EXCAVATION AND BACKFILL FOR STRUCTURES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The Contractor shall provide excavation, backfill, and compaction under structures as
shown on the Drawings and specified herein.
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.
1.03
SUBMITTALS
A.
Submit information and samples as specified herein to the CITY for review in
accordance with the Section 01300 entitled "Submittals".
B.
Sheeting System: Drawings of any required sheeting system and design computations
shall be submitted to the Owner for his review; however, the review of these submittals
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 drawings shall be signed and sealed by a
Professional Engineer registered in the State of Florida. If the Owner is of the opinion
that at any point sufficient or proper supports have not been provided, he may order
additional supports put in at the Contractor's expense.
C.
Dewatering: The Contractor shall submit his proposed methods of handling groundwater
and the locations at which the water will be disposed of. Methods shall be acceptable to
the Owner prior to excavation.
D.
Fill Materials: The Contractor shall notify the Owner of the off-site sources of fill
materials and submit to the Owner a representative sample weighing approximately 25
lbs.
E.
Approvals Required
1.04
A.
1.
Prior to any earthwork, samples of the existing stripped soils and of the proposed
fill material shall be provided to the Owner for analysis.
2.
Obtain necessary permits for dewatering.
QUALITY CONTROL
An independent testing laboratory will be retained by the Owner to do appropriate testing
as described in Section 01400 entitled "Quality Control". The Contractor shall schedule
O:41052-006S02224:02-24-10
02224-1
North Miami Beach
N.E. 172nd Street – Phase 2
his Work so as to permit a reasonable time for testing before placing succeeding lifts and
shall keep the laboratory informed of his progress.
1.05
A.
1.06
A.
1.07
JOB CONDITIONS
The Contractor shall satisfy himself 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. It is expressly understood that any interpretation or conclusion drawn
therefrom is totally the responsibility of the Contractor. Owner assumes no liability for
the accurateness of the data reported.
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; provide groundwater pressure control; prevent tanks, pipes, and other
structures from being lifted by hydrostatic pressures; and avoid 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 "Bid Forms" Section of the Contract 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 Owner 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 Owner 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".
1.08
A.
1.09
A.
PROHIBITION OF BLASTING
The use of explosives for excavation Work is strictly prohibited on this project.
PROTECTION OF PROPERTY AND STRUCTURES
The Contractor shall, at his 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 his 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
O:41052-006S02224:02-24-10
02224-2
North Miami Beach
N.E. 172nd Street – Phase 2
his Work. He shall be responsible for all damage and assume all expenses, for direct or
indirect injury and damage caused by his 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
2.01
FILL MATERIAL
A.
Structural Fill: Materials shall be furnished as required from acceptable off-site sources
as required. Structural fill material shall be clean sand or sand and rock free from
vegetation, organic material, muck, or other deleterious matter. Not more than ten (10)
percent by weight shall pass the No. 200 sieve. All rock shall pass through a 6-inch
diameter ring. 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 M 145. Also peat and other highly organic
soils.
C.
Select Fill Material: Suitable material that does not contain any rock larger than 1/2 inch.
D.
Gravel Base: Washed coarse #67 aggregate for concrete with fines not more than five
(5) percent passing through the No. 200 sieve or FDOT #89 stone.
PART 3 -- EXECUTION
3.01
SITE PREPARATION
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.
B.
Clear and grub all surface vegetation, excavating and removing all material clean to a
suitable bearing soil area plus a five (5) to six (6) 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 Owner.
C.
Dispose of unsuitable topsoil and excavated material for site grading from the site.
O:41052-006S02224:02-24-10
02224-3
North Miami Beach
N.E. 172nd Street – Phase 2
D.
3.02
A.
3.03
All excess excavated suitable material shall be the property of the Owner and shall be
temporarily stored on the jobsite and delivered at a later date to designated locations
within ten (10) mile, one (1) way travel distances from the site.
REMOVAL OF UNSUITABLE MATERIAL
Highly organic soils (peat or muck), weak silty materials, asphalt, and concrete shall be
removed from all foundation areas. In addition, all sandy silt zones shall be completely
removed from mat foundation and footing areas. Excavations shall be carried outside
slab or footing limits by one (1) foot for each foot excavated below the bearing grade of
the mat or footing.
SHEETING SYSTEM
A.
All steel sheet piling systems shall be submitted for Owner’s review as according to
Article 1.04 of this Section “Submittals”.
B.
Contractor shall design all steel sheet piling based upon the following minimum criteria:
3.04
1.
Weight of soil shall be 120 pound cubic foot (pcf) - dry state and 85 pound cubic
foot (pcf) - saturated state.
2.
Soil shall be assumed to be sandy, light to firm for entire depth of sheeting.
3.
Soil angle of internal friction (i) shall be a minimum of 35 degrees.
4.
Sheet Piling shall have minimum properties as of “BETHLEHEM”, Section PZ 27.
5.
Sheet Piling shall be driven a minimum depth of seven (7) feet below bottom of
excavation. In addition, a top waler system shall be provided for the cofferdam.
6.
The above represents minimum criteria only. Enhancements shall be provided
by the Contractor, if necessary, at no additional cost.
EXCAVATION
A.
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. Contractor shall be responsible for 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 shall be used in areas where
sufficient material is not available from the acceptable off-site sources.
O:41052-006S02224:02-24-10
02224-4
North Miami Beach
N.E. 172nd Street – Phase 2
3.05
A.
3.06
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 his own
expense with suitable material, as directed by the Owner. Where, in the judgment of the
Owner, such over-excavation requires use of lean concrete or crushed stone, the
Contractor shall, at his own expense, furnish and place such materials.
SHEETING AND BRACING
A.
Walls of the excavation shall be kept vertical and, if required to protect the safety of
workmen, the general public, this or other work or structures, or excavation walls, the
excavation shall be properly sheeted and braced for conditions encountered and OSHA
requirements. 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 two (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 approved methods.
B.
Deep excavations where tremie concrete pours are required shall be sheeted with
interlocking steel sheeting and shall be properly braced. Minimum length of embedment
below the deepest part of the excavation shall be minimum of seven (7) feet. The
design of the sheeting arrangement shall be the responsibility of the Contractor.
C.
Sheeting may be removed provided its removal will not jeopardize existing or new pipes
or structures. Any sheeting left in place shall be cut off two (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.
D.
If the Owner 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.
3.07
REMOVAL OF WATER
A.
General: It is a basic requirement of these Specifications that excavations shall be free
from water before structures are installed.
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 be subject to
review and acceptance by the Owner before installation. The disposal of water to any
surface water body will require silt screens.
C.
The Contractor shall use dewatering systems that include automatic starting devices and
standby pumps to ensure continuous dewatering in the event of an outage of one (1) or
O:41052-006S02224:02-24-10
02224-5
North Miami Beach
N.E. 172nd Street – Phase 2
more pumps. He 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 and legitimate complaints of legal
requirements.
3.08
A.
B.
C.
BACKFILLING AND COMPACTION
Compact area by means of small walk-behind double drum roller or equal equipment.
Compaction must achieve a minimum density of 98 percent of soils modified Proctor
Density.
1.
If ground water is within 12 to 24 inches from the ground surface, it will be
necessary to lower the ground water to permit effective compaction. Lowering of
the ground water may be accomplished by excavating four (4) to five (5) feet
deep ditches around the construction area and pumping from sumps in the
bottom of ditches. Alternately, a well point system may be employed for
dewatering
2.
Backfill against concrete or masonry structures shall not be performed until the
concrete has been inspected 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. Partial backfilling against adequately
braced walls may be considered by the Owner 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.
Foundation Preparation (Filling, Backfilling, and Excavation)
1.
Equipment Pads and Slabs on Grade: Cut, fill and compact subgrades for
concrete slabs to required grade. Compact each lift of subgrade above water
level. All fill material shall be compacted to a density of not less than 95 percent
of its maximum density 24 inches below the surface as determined by ASTM D1557.
2.
Test compaction of all structural fill used on site by a testing laboratory as
specified. See Article 3.09 “Testing” of this Section.
Final Grades
1.
D.
Well Pointed Areas
1.
3.09
Final fill grades shall be within 0.1 foot of elevations shown. Where shown on the
Drawings, surfaces shall be sloped for drainage or other purposes.
For fills being placed in confined areas within well pointed areas, the water table
shall be lowered and maintained within practical limits in order that as much dry
fill material may be placed and compacted as possible.
TESTING
O:41052-006S02224:02-24-10
02224-6
North Miami Beach
N.E. 172nd Street – Phase 2
A.
All soil testing and earthwork monitoring will be done by a testing company in
conformance with Article 1.05 “Quality Control” of this Section. Notify the testing lab in
time to be on hand to make the tests required by these Specifications. The testing lab
will inform the project superintendent of his findings and designate the areas requiring
corrective work.
B.
Optimum moisture content of fill material will be by Modified Proctor Method (ASTM D1557). Conduct field densities to verify compaction in accordance with ASTM D-1556,
ASTM D-2927, or ASTM D-2922.
C.
Retest for compaction tests that fail to pass after additional compaction until the
specified minimum compaction density is achieved. Two (2) additional tests shall be
taken for each failed test. Cost of retesting shall be borne by the Contractor.
D.
Field Density Tests for Each Structure:
Stripped Area
Filled Area
Bottom of Wall Footings
Backfill within Foundation Walls
Column Footings
E.
1 Test/1500 square feet (2 Min)
1 Test/1500 square feet/Each Layer (3 Min)
1 Test/75 linear feet (3 Min)
1 Test/750 square feet/Each Layer
1 Test/Every 2 footings
Optimum Moisture Content:
Existing Stripped Area (Proctor)
Backfill Material
1 Test (min)/Structure
1 Test/500 cubic yards/Source
- END OF SECTION -
O:41052-006S02224:02-24-10
02224-7
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02276
TEMPORARY EROSION AND SEDIMENTATION CONTROL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall design, provide, maintain and remove temporary erosion and
sedimentation controls as necessary.
B.
Temporary erosion controls may include, but are not limited to, mulching, netting, and
watering, on site surfaces and spoil and borrow are surfaces and providing interceptor
ditches at ends of berms and at those locations which will ensure that erosion during
construction will be either eliminated or maintained within acceptable limits as
established by the CITY.
C.
Temporary sedimentation controls include, but are not limited to: silt dams, traps,
barriers and appurtenances at the foot of sloped surfaces which will ensure that
sedimentation pollution will be either eliminated or maintained within acceptable limits as
established by the CITY.
D.
Contractor shall provide effective temporary erosion and sediment control measures
during construction or until final controls become effective.
1.02
A.
SUBMITTALS
Submit a pollution prevention plan and a schedule for temporary erosion and
sedimentation control.
PART 2 -- PRODUCTS
2.01
EROSION CONTROL
A.
Seeding and mulching, fertilization and watering shall be in accordance with Section
570-1 through 570-3 of the FDOT Specifications.
B.
Netting: Fabricated of material acceptable to the CITY.
2.02
SEDIMENTATION CONTROL
A.
Bales: Clean, seed free cereal hay type.
B.
Netting: Fabricated of material acceptable to the CITY.
C.
Filter Stone: Crushed stone conforming to FDOT Specifications.
O:41052-006S02500:03-01-10
02276-1
North Miami Beach
N.E. 172nd Street – Phase 2
PART 3 -- EXECUTION
3.01
EROSION CONTROL
A.
Seeding shall be in accordance with Section 570-4 through 570-5 of the FDOT
Specifications. The Contractor shall insure that all seeded areas have sustained growth
prior to acceptance.
B.
Mulching shall be in accordance with Section 570-4.6 of the FDOT Specifications.
C.
Minimum procedures for mulching and netting are:
3.02
A.
3.03
A.
1.
Apply mulch loosely to a thickness of between 0.75 inches and 1.5 inches.
2.
Apply netting over mulched areas on sloped surfaces.
SEDIMENTATION CONTROL
Install and maintain silt dams, traps and barriers as shown on the approved schedule.
Hay bales which deteriorate and filter stone which is lodged shall be replaced as
required.
PERFORMANCE
Should any of the temporary erosion and sediment control measures employed by the
Contractor fail to produce results which comply with the requirements of the CITY,
Contractor shall immediately take whatever steps are necessary to correct the deficiency
at his own expense.
- END OF SECTION -
O:41052-006S02500:03-01-10
02276-2
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02368
AUGER CAST PILES
PART 1 -- GENERAL
1.01
SCOPE OF WORK
A. This Section specifies the furnishing, installation, and testing of pressure grouted auger
cast piles to be installed under this Contract. The piles shall be of the diameter, installed
to tip elevations, and of the capacities as indicated on the Drawings. Capacities will be
verified with load tests.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements.
B. Section 02224 - Excavation and Backfill for Structures.
C. Section 05010 – Metal Materials.
1.03
SUBMITTALS
A. Submittals shall meet the requirements of Division 1 entitled "General Requirements".
B. As a minimum, the Submittal shall include the following:
1.
Experience: The auger grout pile Contractor shall submit evidence to the
Engineer that he has been engaged in the successful installation of auger grout
injected piles for at least five years and that his crane operators or "Keymen" who
give directions to the crane operation have at least two years of experience in the
successful installation of auger grout injected piles.
2.
Shop Drawings
a.
A plan layout (minimum scale 1/4"=1'-0”) showing each pile and a
numbering scheme for all piles. Location of existing abandoned test and
auger piles shall be shown on the plans.
b.
Indicate methods of augering and placing of grout and reinforcing steel.
c.
Indicate 7 and 28-day compressive strength of grout.
d.
Indicate the size, number and the installation sequence for each of the
scheduled piles.
e.
Design mix for grout.
O:41052-006S02368:05-18-10
02368-1
North Miami Beach
N.E. 172nd Street – Phase 2
3.
1.04
Equipment Review and Working Plans
a.
Complete list of the equipment proposed for use, including the
manufacturer's description of the characteristics of each piece of
equipment.
b.
Working plans of accessories showing compatibility with the size,
configuration, handling, and requirements of the type of pile indicated.
c.
Working drawings showing the methods and equipment proposed for load
tests.
QUALITY CONTROL
A. An independent testing laboratory will be retained by the Owner to inspect and test
materials for the pile work. The Contractor shall schedule its work so as to permit a
reasonable time for the testing laboratory to be on-site to take samples as well as
inspect piling production and pile testing
B. Installation Tolerances: Deviation shall not be more than 1/4-inch per foot from the
vertical or batter line, with a total deviation of the head of pile not more than 3 inches.
Finished elevation to be no more than 1½ inches above or below the elevations
indicated.
C. Flow-Cone Test: Use quantity of water to produce a grout having a consistency of flow
of not less than 22 seconds and not more than 150 when tested with a flow cone in
accordance with the ASTM C 939.
D. Testing of Grout: One set of six 2-inch cubes made each day while pile casting, with two
cubes of each set broken after three days, two cubes of each set broken after seven
days and two cubes of each set broken after 28 days. Cubes shall be made and tested
in accordance with ASTM C 109. Testing of cubes will be performed by the testing
laboratory retained by the Owner.
E. Volume of Pile: The volume of grout per linear foot of pile shall be equal to or exceed
the calculated volume of grout per linear foot of the applicable test pile. Furnish a
method for the positive determination of the volume of grout injected per pile. Piles
exhibiting an insufficiency of grout will be rejected or load tested as directed by the
testing laboratory.
F. Depth and Alignment of Auger: Provide an accurate means of determining the depth
and alignment of the auger.
G. Pressure Gauges:
Provide grout pressure gauges which accurately indicate
displacement pressures at the leads and at the crane operator's position. Provide gauge
savers to protect gauges from grout. Clean gauges daily to prevent grout blockage.
Replace inaccurate gauges with new gauges.
O:41052-006S02368:05-18-10
02368-2
North Miami Beach
N.E. 172nd Street – Phase 2
H. Inspection of Piling Placement
I.
1.
The Engineer shall be present during all pile injecting operations. The Contractor
shall notify the Engineer at least seven days prior to starting piling operations.
2.
The Engineer shall verify that the specified procedures are used on production
piles. The Engineer will keep a record of each pile placed. The record will give
the pay length, location, type, calculated safe load and results of any tests. The
Contractor shall cooperate with the Engineer’s representative to facilitate
maintaining these records.
Lengths of piles to be installed shall be reviewed by the Engineer as a result of test pile
loading, with a minimum length of 40 feet (or longer, if required by testing) based on soil
test data. Pile paying lengths shall be considered as the length which is to remain in the
final structure and shall be measured from the underside of the tremie seal to the tip
elevation embedded.
J. Prior to installing production piles, the Contractor shall perform pile load tests and obtain
pile load test reports. Production piling shall not begin until review of load test by
Engineer and successful installation and testing of test piles.
K. Final pile lengths or locations may be adjusted slightly by the Engineer, if found to be
necessary to avoid sub-surface obstructions or other interferences observed in the field.
Compensation shall be (deduct or add, as appropriate) based upon the unit price bid in
the Proposal and the difference between the total length of piles installed, and the
estimated total length as indicated in the Proposal. The Contractor shall provide all grout
required to achieve the pile quantities as specified. No additional compensation will be
provided for grout loss due to voids or ground conditions.
1.05
JOB CONDITIONS
A. General
1.
Soil borings are provided for information purposes with the Contract Documents.
The report identifies properties below grade and also offers recommendations for
foundation design, primarily for use of the Engineer. The recommendations shall
not be construed as requirements of the Contract unless specifically referenced
by the Contract Documents.
2.
The Engineer will not assume responsibility for variations of sub-soil quality or
conditions at locations other than places shown and at the time the geotechnical
investigation was made. The Contractor shall examine the site and review the
available geotechnical report or undertake his own subsurface investigation prior
to submitting its bid, taking into consideration all conditions that may affect his
work.
O:41052-006S02368:05-18-10
02368-3
North Miami Beach
N.E. 172nd Street – Phase 2
PART 2 -- PRODUCTS
2.01
GROUT
A. Mixture of Portland cement, a pozzolanic material when approved, fluidifier, retarder
when approved, sand and water proportioned and mixed to produce a grout capable of
being pumped and having a minimum compressive strength of 5,000 psi at seven days.
Other mixtures shall not be used.
2.02
1.
Portland Cement: Portland cement shall be in conformance with ASTM C 150.
2.
Pozzolan: Fly ash or other approved pozzolanic material shall conform to ASTM
C 618.
3.
Grout Fluidifier: Grout fluidifier shall be in conformance with ASTM C 937;
expansion not to exceed five (5) percent. Use a compound possessing
characteristics which will increase the flowability of the mixture, assist in the
dispersal of cement grains, and neutralize the setting shrinkage of the high
strength cement mortar.
4.
Water: Water shall be fresh, clean and free from sewage, oil, acid, alkali, salts of
organic matter.
5.
Fine Aggregate: Fine aggregates shall be in conformance with ASTM C 33. If
washed, use a washing method that will not remove desirable fines. Allow
aggregate to drain until the residual free moisture is reasonably uniform and
stable. Use aggregate well graded form fine to coarse, with fineness modules
between 1.30 and 3.40. The fineness modules is defined as the total divided by
100 of the cumulative percentages retained on U.S. Standards Sieve Numbers 4,
8, 16, 30, 50 and 100.
REINFORCEMENT
A. Reinforcing shall be new ASTM A-615, Fy = 75,000 psi threaded steel bars.
PART 3 -- EXECUTION
3.01
PILE LENGTHS
A. Tip elevations shown on the Plans are based upon subsurface exploration. Engineer
reserves the right to adjust pile lengths based on field conditions. Variations in
quantities up to 50 percent of the proposal quantity shall be provided by the Contractor
at the unit prices bid. Adjustments in excess of fifty percent of the base bid shall be
subject to a change in the unit price.
O:41052-006S02368:05-18-10
02368-4
North Miami Beach
N.E. 172nd Street – Phase 2
3.02
TEST PILES
A. A minimum of one (1) test pile shall be installed and tested in the location directed by the
Engineer. If circumstances warrant, further piling shall be installed and tested upon
written instruction by the Engineer.
B. Test loads shall not be applied to the test piles until grout has attained a minimum
strength of 5,000 psi.
C. The Contractor shall design and furnish the test frame for pile load tests. All steel shall
conform to ASTM A36 steel. All connections from the piles to the frame shall be
designed, furnished and installed by the Contractor.
D. The Contractor shall furnish the jack for load testing the piles. The jacks shall conform to
ASTM B 30.1. All instrumentation for the testing program shall be furnished by the
Contractor. Instrumentation shall include, but not limited to, strain gauges, reference
beams, wires, dial gauges, scales, apparatus to measure settlements like Surveyor’s
level or laser beam, sheathing or encasement to measure incremental strains in the piles
and all other accessories to monitor a load test as required.
E. Drill each pile hole and fill with grout in an uninterrupted operation. Provide grout
injection equipment with grout pressure gauges which are readable by the crane
operator at his normal work station and the inspecting Engineer at the leads.
F. Withdraw the auger 0.5 to 1.0 foot while maintaining positive rotation after reaching the
tip elevation and before grout is pumped. This position shall be maintained until grout
flow has reached the bit, at which time the auger should be lowered to the original depth.
G. Pile Load Tests:
1.
The load test shall comprise of a tension load test. Install test piles of the same
size and configuration as permanent piles, in the location directed by the
Engineer.
a.
Reinforce reaction piles as required to resist reaction loads.
b.
Install test piles vertically.
c.
No piles or sheeting shall be driven in the immediate areas during the
time a load test is being performed.
d.
The Contractor shall completely protect the test pile and the equipment
and facilities for observing pile movements from wind, direct sunlight, and
damage.
e.
The Contractor shall construct a suitable platform and furnish and install
necessary lighting so that observations can be made and recorded by the
Engineer and Owner. Access to the test pile and platform shall be
provided by the Contractor.
O:41052-006S02368:05-18-10
02368-5
North Miami Beach
N.E. 172nd Street – Phase 2
2.
After the load test is complete, all test piles and anchor piles shall either be
withdrawn and removed from site or cut off 1 foot below finished grade.
3.
Reaction System: The reaction system shall be capable of carrying a load of 300
percent of the design capacity of the test pile.
4.
Load Test Requirement: At the direction of the Engineer, pile load tests shall be
made in accordance with ASTM D1143, except as modified below. Reference for
this modification is hereby made to the Quick Maintained Load test procedure.
The load testing of the piles shall be used to determine the following:
That correct lengths and installation criteria are being used, and if this is not
the case to:
b.
Establish that revised lengths or installation criteria are satisfactory.
5.
Load Application: The test pile shall be loaded up to a total load of not less than 3
times the design capacity of the pile. Loads shall be applied to the 300 percent
maximum test load in 20 equal increments with each increment equal to 15
percent of the 300 percent load.
6.
Analysis: For the pile to be acceptable, the gross pile head movement at 200
percent of the design load shall be less than the calculated elastic pile
compression for this load plus an additional value of 0.25 inches.
If the pile has not failed prior to 200 percent load, continue loading until failure or
until limited by facilities used. Failure shall be determined by inability to hold load
or settlement in excess of .01 inch per ton of load.
7.
3.02
a.
8.
Settlement Readings: Readings shall be taken at 3 minute intervals. Each load
shall be maintained for 15 minutes.
9.
The Engineer reserves the right to require the Contractor to make additional load
tests not specified or otherwise indicated, in the event that the behavior of the test
pile or any other pile shows any peculiarity, erratic action, or otherwise causes
suspicion as to the reliability of the safe bearing value.
INSTALLATION OF PILES
A. Provide necessary piling of the length and configuration necessary:
1.
Achieve the required penetration determined by the testing laboratory.
2.
Extend into the pile cap or structure footing the indicated length.
3.
Attain the indicated bearing design capacity
O:41052-006S02368:05-18-10
02368-6
North Miami Beach
N.E. 172nd Street – Phase 2
B. Installation
1.
Install piling to the required depth or to refusal as shown on the Plans. Refusal,
is defined as the depth where less than 6 inches of downward penetration is
achieved in five minutes of auguring.
2.
Excavation of the pile cap or foundation slab may not be completed prior to
augering and grouting. Completely fill the augered hole with grout and sleeve to
cutoff elevation.
3.
Feed material to the mixer accurately measured by weight, except water, which
may be measured by volume. The order of placing the materials shall be as
follows: Water, fluidifier and other solids in order of increasing particle size. Time
of mixing shall not be less than one minute. Ready mix grout may be used.
4.
Drill each pile hole and fill with grout in an uninterrupted operation. Provide grout
injection equipment with grout pressure gauges which are readable by the crane
operator at his normal work station and the inspecting Engineer at the leads.
5.
For all piles, withdraw the auger 0.5 to 1.0 foot while maintaining positive rotation
after reaching the tip elevation determined by the Engineer and before grout is
pumped. This position shall be maintained until grout flow has reached the bit, at
which time auger should be lowered to the original depth.
C. Auger Withdrawal
1.
Coordinate rate of grout injection and rate of auger withdrawal from the soil to
maintain at all time, a positive pressure on the gauge which will, in turn, indicate
the existence of a pressure head of at least 1.5 psi per foot of auger embedment
of the bottom of the auger-flight. A minimum of 10 feet of grout head above the
auger shall be maintained at all times during withdrawal operations.
2.
Raise auger with a continuous steady pull at a rate which permits the
maintenance of the specified grout pressure head at the auger tip. The auger
shall not be reversed during pumping and a slow positive rotation shall be
applied when grouting first starts. Major delays in the grouting of a pile will be
cause for rejection of the pile. Such piles shall be completed and abandoned.
The time interval for initial setting of the grout will be determined by the Engineer
from samples taken when grout is batched or delivered.
3.
If the auger jumps upward more than 6 inches but less than 12 inches during
withdrawal, reinsert auger to at least three feet past the questionable area and
regrout the pile.
4.
If the auger jumps upward more than 12 inches during withdrawal, or the pile is
not installed in general accordance with accepted procedure, reinsert auger to
the point that the auger jumped or to the base of the questionable area and
regrout the pile to the ground surface. This pile will be considered as a rejected
pile and an additional pile shall be installed adjacent thereto.
O:41052-006S02368:05-18-10
02368-7
North Miami Beach
N.E. 172nd Street – Phase 2
5.
Rapid drops in the grout pressure of 50 psi or more at the leads, occurring when
otherwise accepted procedures are being used for installation, may be cause for
pile abandonment. Such abandoned piles, however, will be paid for along with
the replacement piles. In case of a rapid drop in the grout pressure, lower the
auger three feet past the point of pressure loss and attempt to grout the pile to
the surface. If grout pressure cannot be built up to the specified pressure head
during the regrouting operation and more than 50 cubic feet of grout is lost at any
five feet interval during a regrouting attempt, complete the pile as well as
possible and abandon the pile. Rapid drops in the grout pressure of 50 psi or
more at the leads occurring when unacceptable procedures are being used for
installation shall be cause for rejection of pile. Such piles shall be completed as
well as possible and replaced by additional piles.
6.
The initial pressure at the base of the leads shall be maintained at a minimum of
150 psi at the start of pile grouting.
D. Cleaning: After installation of the piles, the pile cap base should be cleaned until free of
cuttings. At locations where indicated on the drawings, the piles shall be cut down to the
required elevation during the excavation process free of cuttings. Dispose of material
excavated by augering outside the limits of footing area unless otherwise directed. Do
not leave partially completed piles overnight, but completely grout and protect at the
termination of each day's operation.
E. Grouting Volume: The volume of grout per linear foot of pile shall be equal to or greater
than the calculated volume of grout per foot of the pile. Volume measurements shall be
made by the Engineer or his representative, but the Contractor shall provide calibrated
equipment to make such measurements. Contractor will not be compensated for grout
loss over and above the calculated grout volume for each pile.
F. Protection of Piles: Provide a sequence of pile installation such that adjacent piles are
not disturbed. Evidence of disturbance may appear as a drop in the grout surface.
Keep the equipment far enough away from the pile being augered to avoid compressing
or shearing of the soil which may in turn displace or squeeze off the grout column. Do
not place piles within three feet of adjacent piles until the grout in the piles has
undergone initial set and has set for at least two hours.
- END OF SECTION -
O:41052-006S02368:05-18-10
02368-8
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02369
STEEL SHEET PILING
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
WORK INCLUDED
Furnish and install steel sheet piling, complete with wales and other incidentals required for
a complete system as shown on the Drawings or when required to maintain the integrity of
existing structures or excavations. Sheet piling when shown is mandatory for this project.
The Contractor assumes responsibility for the sheeting designs.
QUALITY ASSURANCE
Unless otherwise indicated, all workmanship and practices shall be in accordance with
ASTM A328. Welding shall conform to AWS DI.1 Structural Welding Code. Steel for sheet
piling shall conform to ASTM A328. Protective tape for tie rods (if required) shall conform to
F.S. L-T-1512A and Military Spec. MIL, 1-631D and AM5.
DESIGN
Pipe trenches and excavations shall be constructed of interlocked steel sheeting as shown
on the drawings. Sheeting, whether permanent or temporary, shall be designed and
installed by the Contractor. Wales and cross struts required for pipe trenches shall also be
designed and installed by the Contractor.
SUBMITTALS
A.
Design Calculations: Design calculations signed and sealed by a Professional Engineer
registered in the State of Florida shall be submitted for all sheeting, wales and struts that
are designed by the Contractor. The submittal of design calculations is only required to
demonstrate that proper engineering judgment has been used to design the sheeting. The
Engineer will only acknowledge the receipt of the submittals. No approvals of the submittals
will be made.
B.
Shop Drawings: Submit shop drawings showing the sheeting layout, connection details, and
elevations, including product data and details for driving guide and falsework, sequence of
construction, driving equipment including pile hammer, power plant, leads, and cushion
material and helmet. Shop drawings shall indicate all connection details and dimensions of
the wales and struts to be installed under this Contract. 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.
1.05
DESIGN CRITERIA
A.
The Contractor retains the design responsibility for the sheeting within the constraints
specified herein.
B.
The layout of the sheeting shall not be changed without the written permission of the
Engineer.
O:41052-006S02369:05-18-10
02369-1
North Miami Beach
N.E. 172nd Street – Phase 2
C.
The sheets shall be driven to retain water and earth to the bottom of the proposed trenches
or excavations. The top elevation of the sheeting shall not be lowered by the Contractor.
D.
Earth loads on the sheeting shall be estimated by the Contractor based on soil information
presented.
E.
Live loads shall be estimated by the Contractor based on equipment used.
F.
The Owner and Engineer assumes no responsibility for the safety or serviceability of the
sheeting, construction methods employed, or due to adverse weather conditions, hurricanes
or other natural forces. No additional compensation will be made due to damage or
collapse of the sheeting during construction.
PART 2 -- PRODUCTS
2.01
MATERIALS
A.
Sheet Piling: Z-shaped interlocked panels, including special fabricated sections, having a
normal web thickness of at least 3/8 inch and being of a design such that they shall be
continuously interlocked throughout their entire length. Piling shall conform to ASTM A328
with a yield strength of 38,500 psi. Higher strength sheets may be used at the Contractor's
option at no additional cost to the Owner. Provide pickup holes four inches below top of
pile.
B.
Wales and Struts: Shall be provided when deemed necessary by the Contractor and shall
conform to ASTM A36. Wales and struts shall be used when required by design for pipe
trenches.
PART 3 -- EXECUTION
3.01
A.
3.02
A.
PLACING PILES
Carefully locate piling as shown on the Contractor submittals. Place piles in a plumb
position with each pile interlocked with adjoining piles for its entire length, so as to form a
continuous diaphragm throughout the length of each run of wall. Place all piles as true to
line as possible and provide suitable temporary wales or guide structures to insure that the
piles are driven to correct alignment.
DRIVING PILES
Driving: Drive all piles to the elevation required and extend to the elevation indicated for the
top of piles. A tolerance of one inch above the indicated top elevation will be permitted.
Drive piles by approved methods in such manner as not to subject the piles to serious
damage and to insure proper methods throughout the length of the piles. Pile hammers
shall be maintained in proper alignment during driving operations by use of suitable leads
or by guides attached to the hammer. A protecting cap shall be employed in driving to
prevent damage to the top of piles. Adequate precautions shall be taken to insure that piles
are driven plumb. If at any time the forward or leading edge of the piling is found to be out
of plumb in the plane of the wall, the piles already assembled and partly driven shall be
removed to the first plumb pile, and the Contractor shall take corrective measures to insure
O:41052-006S02369:05-18-10
02369-2
North Miami Beach
N.E. 172nd Street – Phase 2
the plumbness upon installation. Each run of piling shall be driven to grade progressively
from the start and no pile shall be driven to a lower grade than those behind it in the same
run except when the piles behind it cannot be driven deeper. If the pile next to the one
being driven tends to follow below final grade it may be pinned to the next adjacent pile.
Should obstructions render it impracticable to drive a pile to the specified penetration, the
Contractor shall make such changes in design alignment of the pile structure as may be
deemed necessary by the Owner's representative to insure the adequacy and stability of the
structure. Piles driven out of interlock with adjacent piles or otherwise damaged shall be
removed and replaced by new pile at the Contractor's expense. If the Contractor
encounters difficulty driving the sheet piling to the specified tip elevation, he shall provide
driving shoes for sheets and/or pre-auger and backfill with concrete in order to obtain the
specified tip elevation. No additional payment will be made for driving shoes, auguring and
backfill with concrete or spudding.
B.
Pile Hammer: Select and use a vibratory type hammer which has sufficient weight and
energy to suitably install the specified pile, without damage, into the soils as indicated on
the Drawings.
C.
Driving Shoes: The Contractor will be permitted to provide hardened cast steel shoes which
fully support the pipe pile and sheet pile tips for driving. Driving shoes shall be installed
according to manufacturer's recommendations.
- END OF SECTION -
O:41052-006S02369:05-18-10
02369-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02500
SURFACE RESTORATION
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
A.
1.05
A.
1.06
A.
THE REQUIREMENT
Items specified in this Section include repairs to landscaped and grassed areas that
may be damaged or disturbed by Contractor activities.
RELATED WORK SPECIFIED ELSEWHERE
Section 02510 - Asphaltic concrete pavement.
SUBMITTALS
The Contractor shall submit submittals for review in accordance with Section 01300 Submittals.
DEFINITIONS
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.
PROTECTION OF EXISTING IMPROVEMENTS
The Contractor shall be responsible for the protection of all pavements and other
improvements within the work area. All damage to such improvements, as a result of
the Contractor's operations, beyond the limits of the work of pavement replacement
shall be repaired by the Contractor at his expense.
GUARANTEE
The Contractor shall guarantee all trees, ground cover or shrubs planted or replanted
under this Contract for a period of one year beyond acceptance of the project. In the
event that any new tree, plant or shrub dies within the guarantee period, the Contractor
shall be responsible for replacement in kind. In the event that a transplanted (reused)
tree dies within the guarantee period, the Contractor shall be responsible for
replacement in kind, except that the maximum height of any new tree shall be eight feet
as measured from the ground surface, once planted, to the top of the tree.
O:41052-006S02500:03-01-10
02500-1
North Miami Beach
N.E. 172nd Street – Phase 2
PART 2 -- PRODUCTS
2.01
A.
2.02
A.
2.03
REPLACEMENT TREES, GROUND COVER AND SHRUBS
Replacement trees, ground cover and shrubs shall be of the same type and size and
sound, healthy and vigorous, well branched and densely foliated when in leaf. They
shall have healthy, well developed root systems and shall be free of disease and insect
pests, eggs or larvae.
MULCH
Mulch shall be windproof shredded eucalyptus. Mulch shall be clean, fresh, free of
branches and other foreign matter. Mulch shall be used around all shrubs, ground
covers and tree trunks, and placed to a minimum depth of 2 inches extending from the
tree trunk outward two feet.
GRAVEL BEDS
A.
Filter Fabric: Filter fabric shall be nonwoven polyester material Trevia Type 1120 as
manufactured by Hoechst Fibers Industries, or equal. Fabric weight shall be 6 ounces
per square yard, puncture strength maximum 40 pounds, minimum Flux 240 gallons per
minute per square foot. Fabric shall be installed in accordance with the manufacturer’s
recommendations, with precautions taken to avoid tearing the fabric. Fabric shall be
laid in strips with a minimum overlap of one foot.
B.
Limerock: Limerock shall meet ASTM A57 standards and shall be prewashed.
Maximum size shall be 3/4 inches. Limerock shall be carefully placed and spread on
the fabric to a minimum depth of 6 inches. Final grades and locations shall be as
designated on the Drawings.
PART 3 -- EXECUTION
3.01
GRADING AND SODDING
A.
The Contractor shall regrade the work areas disturbed by his construction activities to
the existing grade prior to commencement of construction.
B.
Sod shall be placed on all grassed areas disturbed by construction activities, unless
otherwise indicated on the Drawings. Sodding shall be in accordance with Sections
575 and 981 of the DOT Specifications.
C.
Maintenance: Sufficient watering shall be done by the Contractor to maintain adequate
moisture for optimum development of the sodded areas. Sodded areas shall receive no
less than 1.5 inches of water per week.
D.
Repairs to Lawn Areas Disturbed by Contractor's Operations: Lawn areas damaged by
Contractor's operations shall be repaired at once by proper sod bed preparation,
fertilization and resodding, in accordance with these specifications. Regardless of the
condition of the lawn area (weed content etc.) prior to the Contractor working in the
area, all repairs shall be made with sod.
O:41052-006S02500:03-01-10
02500-2
North Miami Beach
N.E. 172nd Street – Phase 2
3.02
TREES, GROUND COVER AND SHRUBS
A.
Excavation and Plant Holes: Plant hole excavations shall be roughly cylindrical in
shape, with the side approximately vertical. Plants shall be centered in the hole.
Bottoms of the holes shall be loosened at least six inches deeper than the required
depth of excavation.
B.
Holes for balled and burlaped plants shall be large enough to allow at least eight inches
of backfill around the earth ball. For root balls over 18 inches in diameter, this
dimension shall be increased to 12 inches. Where excess material has been
excavated from the plant hole, the excavated material shall be disposed of as and
where directed by the Engineer.
C.
Setting of Plants: When lowered into the hole, the plant shall rest on a prepared hole
bottom such that the roots are level with, or slightly above, the level of their previous
growth and so oriented such as to present the best appearance. The Contractor, when
setting plants in holes, shall make allowances for any anticipated settling of plants.
D.
Palms of the sabal species may be set deeper than the depth of their original growth,
provided that the specified clear trunk height is attained.
E.
The backfill shall be made with planting mixture and shall be firmly rodded and wateredin, so that no air pockets remain. The quantity of water applied immediately upon
planting shall be sufficient to thoroughly moisten all of the backfilled earth. Plants shall
be kept in a moistened condition for the duration of the Contract.
F.
Staking and Guying: Plants shall be staked in accordance with the following provisions:
1. Small Trees: For trees and shrubs of less than one-inch caliper, the size of stakes
and the method of tying shall be such as to rigidly support the staked plant against
damage caused by wind action or other effects. Trees larger than one inch and
smaller than one and one-half inch caliper shall be staked with a two-inch stake, set
at least 24 inches in the ground and extending to the crown of the plant. The plant
shall be firmly fastened to the stake with two strands of 14 gauge soft wire, enclosed
in rubber hose, or other approved covering. The wire shall then be nailed or stapled
to the stake to prevent slippage.
2. Medium Trees: All trees, other than palm trees, larger than one and one-half inch
caliper and smaller than two and one-half inch caliper shall be staked with two or
more, two-inch by two-inch stakes, eight feet long, set two feet in the ground. The
tree shall be midway between the stakes and held firmly in place by two strands of
12-gauge wire, applied as specified above for single stakes. The wires shall be
tightened and kept tight by twisting.
3. Large Trees: All trees, other than palm trees, larger than two and one-half inch
caliper, shall be braced with three or more two-inch by four-inch wood braces,
toenailed to cleats which are securely banded at two pints to the palm, at a point at
least six feet above the ground. The trunk shall be padded with five layers of burlap
under the cleats. Braces shall be approximately equidistantly spaced and secured
underground with two-inch by four-inch by 24-inch stake pads. In firm rock soils,
Number 4 steel reinforcing rods or one-half inch pipe is acceptable.
O:41052-006S02500:03-01-10
02500-3
North Miami Beach
N.E. 172nd Street – Phase 2
4. Palm Trees: Palm trees shall be braced with three or more two-inch by four-inch
wood braces, toenailed to cleats which are securely banded at two points to the
palm, at a point at least six feet above the ground. The trunk shall be padded with
five layers of burlap under the cleats. Braces shall be approximately equidistantly
spaced and secured underground with two-inch by four-inch by 24-inch stake pads.
In firm rock soils, Number 4 steel reinforcing rods or one-half inch pipe is
acceptable.
G.
Pruning: All broken or damaged roots shall be cut off smoothly, and the tops of all trees
shall be pruned in a manner complying with standard horticultural practice. At the time
pruning is completed, all remaining wood shall be alive. All cut surfaces of one inch or
more in diameter, above the ground, shall be treated with an approved commercial tree
paint.
H.
Maintenance: Maintenance shall begin immediately after each plant is planted and
shall continue until all work under this Contract has been completed and accepted by
the CITY. Plants shall be watered, mulched, weeded, pruned, sprayed, fertilized,
cultivated and otherwise maintained and protected. Settled plants shall be reset to
proper grade position, planting saucer restored and dead material removed. Guys shall
be tightened and repaired.
I.
Defective work shall be corrected as soon as possible after it becomes apparent. Upon
completion of planting, the Contractor shall remove excess soil and debris, and repair
any damage to structures, etc., resulting from planting operations.
3.03
A.
GRAVEL BEDS
Clean, grade and place geotextile prior to placing gravel in gravel beds.
- END OF SECTION -
O:41052-006S02500:03-01-10
02500-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02510
ASPHALTIC CONCRETE PAVEMENT
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
WORK INCLUDED
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 his proposed formula for the asphaltic concrete paving
for review in accordance with 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
its 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 RC70 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. The complete site shall
receive a final tack coat to provide a uniform finish for all new and existing paving at the
plant site.
D.
Asphaltic Concrete: The materials and construction of the asphaltic concrete patch and
surface courses shall be Type S-1 Asphaltic Concrete conforming to Sections 330, 331
and 916 of the DOT Specifications.
PART 3 -- EXECUTION
3.01
A.
INSTALLATION
Subgrade: Roadway subgrades shall be stabilized to the minimum depth shown on the
O:41052-006S02510:03-01-10
02510-1
North Miami Beach
N.E. 172nd Street – Phase 2
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
CONTRACTOR shall remove such cracks or checks by rescarifying, reshaping, adding
base material where necessary and recompacting, at no additional cost to the CITY.
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.
O:41052-006S02510:03-01-10
02510-2
North Miami Beach
N.E. 172nd Street – Phase 2
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 CITY. 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.
3.03
TEMPORARY PAVING
A.
Prior to commencing excavation, the asphalt surface shall be sawcut within the limits of
the allowable trench width. Temporary paving will be required along the entire route
where the original paved surface is removed. Temporary paving shall be placed the
same day the trench is backfilled. The trench shall be backfilled as required in Section
6.09, "Backfill and Compaction", up to a level 1 inch below the existing pavement
surface and a temporary, cold mixed sand/asphalt pavement shall be constructed up to
the level of the existing pavement surface. The liquid asphalt shall be Grade RC-70
conforming to the requirements of D.O.T. Specifications, Section 916-2. The sand shall
conform to the requirements of D.O.T. Specifications, Section 902 for fine aggregate.
B.
The cold mix is to be installed as necessary to assure safe driving surface.
C.
Prior to completion of the work the CONTRACTOR shall remove the 1 inch of cold mix
and surplus backfill. He shall replace it with the specified compacted limerock base
course and asphalt within the approved working limits. Municipal agencies permitting
this work may accelerate the time for removal of the cold mix, at their discretion.
D.
The temporary pavement shall be maintained by the CONTRACTOR in a condition
satisfactory to the ENGINEER until its removal. Removal shall include any surplus
backfill material. Replacement shall be made within 30 days with the permanent
pavement. In replacing the temporary paving with permanent pavement, all work shall
be completed in sections compatible with specified traffic maintenance procedures.
No payment shall be made for temporary paving work and the cost for such work shall
be included in the prices bid for other applicable items of work.
O:41052-006S02510:03-01-10
02510-3
North Miami Beach
N.E. 172nd Street – Phase 2
E.
Sand seal on the limerock base course will not be permitted in lieu of temporary paving.
- END OF SECTION -
O:41052-006S02510:03-01-10
02510-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 02526
CONCRETE PAVEMENT, CURB AND WALKWAYS
PART 1 - GENERAL
1.01
A.
1.02
A.
THE REQUIREMENT
Concrete pavement, curbs and sidewalk shall be constructed to the lines and grades
and dimensions required for a complete installation as shown on the Drawings and
specified herein.
SUBMITTALS
Shop drawings for reinforcing, joint material and mix designs shall be submitted for
review in accordance with Section 01300, "Submittals".
PART 2 - PRODUCTS
2.01
A.
2.02
A.
2.03
A.
CONCRETE
Concrete shall be Class B, conforming to the Section entitled "Cast-in-Place Concrete",
unless noted or specified otherwise.
REINFORCING AND WELDED WIRE FABRIC
Joint reinforcing and welded wire fabric shall conform to the Section entitled "Concrete
Reinforcement".
PREFORMED JOINT FILLER
Preformed joint filler shall be sponge rubber and conform to the requirements of
AASHTO Designated M148, Type 1.
PART 3 - EXECUTION
3.01
SUBGRADE CONDITION
A.
The finished subgrade shall be maintained in a smooth, compact condition and any
areas which are disturbed prior to placing of the concrete shall be restored at the
CONTRACTOR's expense. The subgrade shall be moist at the time the concrete is
placed. Water shall be uniformly applied ahead of the paving operations as directed by
the ENGINEER. If the CONTRACTOR does not maintain the subgrade in the required
moist condition, a vapor barrier sheet will be required between the subgrade and the
concrete.
B.
The subgrade shall be accurately trimmed to the required elevation with a 1/4-inch
tolerance. High areas shall be trimmed to proper elevation. Low areas may be filled
with suitable material and compacted to the specified density or filled with concrete
O:41052-006S02526:03-01-10
02526-1
North Miami Beach
N.E. 172nd Street – Phase 2
integrally with the placing of the pavement.
3.02
A.
3.03
A.
3.04
SETTING FORMS
The forms shall be accurately set to line and grade and such that they rest firmly,
throughout their entire length upon the compacted subgrade surface. Forms shall be
joined neatly and tightly and braces to test the pressure of the concrete and the finishing
operations. The alignment and grade of all forms shall be approved before and
immediately prior to the placing of concrete.
MIXING CONCRETE
Concrete shall be mixed in accordance with the Section entitled "Cast-in-place
Concrete".
PLACING CONCRETE
A.
The concrete shall be distributed on the subgrade to such depth, that, when it is
consolidated and finished, the slab thickness required by the Drawings will be obtained
at all points and the surface will at no point be below the grade specified for the finished
surface, after application of the allowable tolerance. The concrete shall be deposited on
the subgrade in a manner which will require as little rehandling as possible.
B.
Fabric reinforcement shall be placed at mid slab depth, and the fabric shall be
maintained at this location during the placing and finishing operations.
C.
Concrete shall be thoroughly consolidated against and along the faces of all forms, by
means of hand-operated, spud-type vibrators. Vibrators shall not be permitted to come
in contact with the subgrade or a side form. Vibration at any one location shall not
continue so long as to produce puddling or the accumulation of excessive grout on the
surface. In no case shall the vibrator be operated longer than 15 seconds in any one
location.
3.05
A.
3.06
A.
STRIKING-OFF, CONSOLIDATING AND FINISHING CONCRETE
Immediately after the placing, the concrete shall be struck off, consolidated and finished,
to produce a finished pavement conforming to the cross section, width and surface
sequence of operations shall be as follows: strike-off; vibratory consolidation; screeding;
floating; removal of laitance; straight edging; and final surface finish.
STRAIGHTEDGING AND SURFACE CORRECTIONS
After floating has been completed and the excess water removed, but while the concrete
is still in a plastic state, the surface of the concrete shall be tested for trueness with an
accurate 10 foot straightedge.
The straightedge shall be furnished by the
CONTRACTOR. The straightedge shall be held in successive positions parallel to the
road center line, in contact with the surface, and the whole area tested from one side of
the slab to the other as necessary. Any depressions shall be immediately filled with
freshly mixed concrete and struck-off; consolidated and refinished. High areas shall be
cut down and refinished. Straightedge testing and surface correction shall continue until
the entire surface appears to conform to the required grade and cross section.
O:41052-006S02526:03-01-10
02526-2
North Miami Beach
N.E. 172nd Street – Phase 2
3.07
A.
3.08
FINAL FINISH
As soon as the water sheen has disappeared from the surface of the pavement and just
before the concrete becomes nonplastic, a light broom finish shall be given to the
surface.
EDGING
A.
After the final finish has been applied, but before the concrete has become nonplastic,
the edges of the pavement along each side of the strip being placed, on each side of
construction joints and along any structure extending into the pavement, shall be
carefully rounded to a 1/4 inch radius except as otherwise indicated. A well-defined and
continuous radius shall be produced and a smoother, dense mortar finish obtained. All
concrete shall be completely removed from the top of the joint filler.
B.
All joints shall be checked with a straightedge before the concrete has become
nonplastic and, if one side of the joint is higher then the other or the entire joint is higher
or lower then the adjacent slabs, corrections shall be made as necessary.
3.09
A.
JOINTS
Construction Joints
1.
B.
Expansion Joints Around Structures
1.
C.
A.
Open type transverse expansion joints shall be provided at all sidewalk returns
and at 50 feet intervals and wherever indicated on the Drawings. Open type joints
shall be formed by staking a 1/4 inch thick metal bulkhead in place and placing
concrete on both sides. After the concrete has set sufficiently to preserve the
width and shape of the joint, the bulkhead shall be removed. After the sidewalk
has been finished over the joint, the slot shall be opened and edged with a tool
having a ½ inch radius. Transverse expansion joints shall be cleaned and filled
with joint filler strips 1/4 inch thick conforming to the requirements of AASHTO M153.
Scored Joints
1.
3.10
Expansion joints shall be formed by placing premolded expansion joint material
about all structures and features projecting through, into or against the pavement.
Unless otherwise indicated, such joints shall be ½ inch in width.
Transverse Expansion Joints
1.
D.
Construction joints shall be located as shown on the Drawings.
Scored joints shall be either formed or sawed at 5 foot intervals and shall extend
to a depth of at least one fourth of the sidewalk slab thickness.
CURING
After the finishing operations have been completed and as soon as the concrete has
O:41052-006S02526:03-01-10
02526-3
North Miami Beach
N.E. 172nd Street – Phase 2
hardened sufficiently that marring of the surface will not occur, the entire surface and the
edges of the newly placed concrete shall be covered and cured with membrane curing
compound.
B.
Curing compound shall be uniformly applied to the surfaces to be cured, in a single coat,
continuous film, at the rate of one gallon to not more than 200 square feet, by a
mechanical sprayer.
C.
Curing compound shall not be applied during periods of rainfall. Curing compound shall
not be applied to the inside faces of joints to be sealed. Should the film become
damaged form any cause within the required curing period, the damaged portions shall
be repaired immediately with additional compound. Upon removal of side forms the
sides of the slabs exposes shall immediately be coated to provide a curing treatment
equal to that provided for the surface.
3.11
CURB AND SIDEWALK CONSTRUCTION
A.
The concrete curbs and sidewalks shall be constructed on a prepared smooth subgrade
of uniform density. Large boulders and other obstructions shall be removed to a
minimum depth of 6 inches below the finished subgrade elevation and the space shall be
backfilled with sand, base course material or other suitable material which shall be
thoroughly compacted by rolling or tamping. The CONTRACTOR shall furnish a
template and shall thoroughly check the subgrade prior to depositing concrete.
B.
Concrete for curbs and sidewalks shall be formed, mixed, placed and finished in
conformance with the requirements of other Articles of this Section, except as modified
herein. Sidewalks shall be given a light broom finish.
- END OF SECTION -
O:41052-006S02526:03-01-10
02526-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 03100
CONCRETE FORMWORK
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
SECTION INCLUDES
The CONTRACTOR shall furnish all materials for concrete formwork, bracing, and
supports and shall design and construct all false work, 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 SECTIONS
A.
Section 01300 - Submittals.
B.
Section 03200 - Concrete Reinforcement.
C.
Section 03300 - Cast-in-Place Concrete.
D.
Section 03315 - Grout.
1.04
A.
REFERENCES
Without limiting the generality of other requirements of these Specifications, all work
specified herein shall conform to or exceed the requirements of the 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:
The Building Code, as referenced herein, is the Florida Building Code (FBC)
2.
Government Standards:
PS 1U.S. Product Standard for Concrete Forms, Class I.
3.
Commercial Standards:
ACI 347
Recommended Practice for Concrete Formwork.
ACI 318
Building Code Requirements for Reinforced Concrete.
ACI 350
Code Requirements
Structures.
O:41052-006S03100.doc:03-01-10
03100-1
for
Environmental
Engineering
Concrete
North Miami Beach
nd
N.E. 172 Street – Phase 2
1.05
QUALITY ASSURANCE
A.
Tolerances: 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. 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
Roof and floor slabs-
Plywood
All other workB.
2.02
A.
2.04
A.
Steel panels, plywood or tongue and groove lumber, or
sheet piles as indicated.
Materials for concrete forms, formwork, and false work 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.
FORMWORK ACCESSORIES
Unless otherwise shown, 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.
O:41052-006S03100.doc:03-01-10
03100-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
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. 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 false work, 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 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
O:41052-006S03100.doc:03-01-10
03100-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
3.06
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 affect 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
recommendations.
agent
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 in Section entitled "Cast-in-Place Concrete." 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,
the rods shall remain embedded and shall terminate not less than 1-inch back from the
formed face or faces of the concrete.
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
O:41052-006S03100.doc:03-01-10
03100-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
3.07
A.
3.08
FORMWORK TOLERANCES
Formwork shall be constructed to insure that finished concrete surfaces will be in
accordance with the tolerances listed in ACI 347.
FORM REMOVAL
A.
Careful procedures for the removal of forms shall be strictly followed, and this work shall
be done with care so as to avoid injury to the concrete. No heavy loading on green
concrete will be permitted. Forms for all parts of the Work not specifically mentioned
herein shall remain in place for periods of time as determined by the ENGINEER.
B.
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 treatments required on
sloping surfaces at once, and follow immediately with the specified curing.
C.
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 compressive strength for the classes of concrete specified in Section 03300
entitled “Cast-in-Place Concrete”, nor sooner than listed below:
3.09
A.
1.
Foundation side forms…………………………………3 days
2.
Wall forms………………………………………………3 days
3.
Column forms…………………………………………..3 days
4.
Elevated beam and girder side forms..………………3 days
5.
Elevated 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 -
O:41052-006S03100.doc:03-01-10
03100-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 03200
CONCRETE REINFORCEMENT
PART 1 – GENERAL
1.01
A.
1.02
SECTION INCLUDES
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 SECTIONS
A.
Section 01300 - Submittals
B.
Section 03100 - Concrete Formwork
C.
Section 03300 - Cast-in-Place Concrete
D.
Section 03315 - Grout
1.03
A.
REFERENCES
Without limiting the generality of other requirements of these specifications, all Work
specified herein shall conform to or exceed the requirements of the 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
The Building Code, as referenced herein, is the Florida Building Code (FBC).
2.
Commercial Standards
ACI 315
Details and Detailing of Concrete Reinforcement.
CRSI
Concrete Reinforcing Steel Institute Manual of Standard Practice
ACI 305
Hot Weather Concreting
ACI 318
Building Code Requirements for Reinforced Concrete.
ACI 350
Code Requirements for Environmental Engineering Concrete
Structures
WRI
Manual of Standard Practice for Welded Wire Fabric.
AWS Dl.4
Structural Welding Code - Reinforcing Steel.
O:41052-006S03200.doc:03-01-10
03200-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.04
ASTM A 185
Specification for Welded Steel Wire Fabric for Concrete
Reinforcement.
ASTM A 615
Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
SUBMITTALS
A.
The CONTRACTOR shall furnish shop bending diagrams, placing lists, and Drawings of all
reinforcing steel prior to fabrication in accordance with the requirements of Section 01300,
"Submittals."
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.
PART 2 – PRODUCTS
2.01
A.
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 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
O:41052-006S03200.doc:03-01-10
03200-2
North Miami Beach
N.E. 172nd Street – Phase 2
fabric with longitudinal wires larger than W9.5 size shall be furnished in flat sheets
only. All welded wire fabric reinforcement shall be galvanized.
2.02
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 for slabs on grade.
E.
Couplers used to mechanically splice reinforcing steel shall be Lenton Standard Coupler–A2
manufactured by ERICO Products, Inc., or approved 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 lists
shall be prepared by the CONTRACTOR as specified under Section entitled "Submittals,"
herein.
C.
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, - 1/2 inch
3.
Stirrups and ties: + 1/2 inch
4.
All other bends: + 1 inch
PART 3 – EXECUTION
3.01
PLACEMENT
O:41052-006S03200.doc:03-01-10
03200-3
North Miami Beach
N.E. 172nd Street – Phase 2
A.
Reinforcing steel shall be accurately positioned as shown on the 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. Reinforcing bars shall not be cut to place electrical plumbing or mechanical
conduits, piping, ducts, etc. without the expressed written approval of the Engineer of
Record.
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 Paragraph B 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 (except in columns and between multiple layers of
bars in beams) 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.
Where reinforcement in beams or girders is placed in 2 or more layers, the clear distance
between layers shall be not less than one inch.
J.
In columns, the clear distance between longitudinal bars shall be not less than 1-1/2 times
the bar diameter, nor less than 1-1/2 times the maximum size of the coarse aggregate, nor
less than 1-1/2 inches.
O:41052-006S03200.doc:03-01-10
03200-4
North Miami Beach
N.E. 172nd Street – Phase 2
K.
The clear distance between bars shall also apply to the distance between a contact splice
and adjacent splices or bars.
L.
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.
M.
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.
N.
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.
O.
Reinforcing shall not be straightened or re-bent 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.
3.02
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 re-inspected and, if necessary re-cleaned.
- END OF SECTION -
O:41052-006S03200.doc:03-01-10
03200-5
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 03290
JOINTS IN CONCRETE
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall construct all joints in concrete at the locations shown on the Drawings.
Joints required in concrete structures are of various types and will be permitted only where
shown on the Drawings, unless specifically accepted by the Engineer.
B.
Construction joints, expansion joints, contraction joints and control joints shall be provided
at the locations shown and formed in accordance with the details shown on the Drawings.
C.
Waterstops shall be provided where shown on the Drawings, and in all waterbearing joints
in hydraulic structures.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03100 - Concrete Formwork
B.
Section 03200 - Concrete Reinforcement
C.
Section 03300 - Cast-in-Place Concrete.
D.
Section 03315 - Grout
E.
Section 03350 - Concrete Finishes
F.
Section 03370 -Concrete Curing
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 applicable requirements of the following
documents to the extent that the provisions therein are not in conflict with the requirements
of this Section.
1.
Federal Specifications:
TT-S-00227E(3)
Sealing Compound, Elastomeric Type, Multi-component (For Caulking, Sealing, And
Glazing Buildings And Other Structures).
2.
U.S. Army Corps of Engineers Standard Specifications
CRD-C572
O:41052-006S03290.doc:05-18-10
03290-1
North Miami Beach
N.E. 172nd Street- Phase 2
3.
Commercial Standards:
ASTM C 920
Specification for Elastomeric Joint Sealants.
ASTM D 624
Test Method for Rubber Property -- Tear Resistance.
ASTM D 638
Test Method for Tensile Properties of Plastics.
ASTM D 746
Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.
ASTM D 747
Test Method for Apparent Bending Modules of Plastics by Means of a Cantilever
Beam.
ASTM D 1752
Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for
Concrete Paving and Structural Construction.
ASTM D 2240
Test Method for Rubber Property -- Durometer Hardness.
1.04
TYPES OF JOINTS
A.
Construction Joints: When fresh concrete is placed against a hardened concrete surface,
the joint between the two pours is called construction joint. Unless noted otherwise, all
joints in water bearing structures shall be provided with a waterstop of the shape specified
herein or shown on the Drawings.
B.
Contraction Joints: Contraction joints are similar to construction joints except that the fresh
concrete shall not bond to the hardened surface of the first pour, which shall be coated with
a bond breaker. The slab reinforcement shall be stopped 4-1/2 inches from the joint; which
is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the second pour.
Waterstop and/or sealant groove shall also be provided when specified on the Drawings.
C.
Expansion Joints: To allow the concrete to expand freely, a space is provided between the
two pours, the joint shall be formed as detailed on the Drawings. This space is obtained by
placing a preformed joint filler against the first pour, which acts as a form for the second
pour. Unless noted otherwise, all expansion joints in water bearing members shall be
provided with a 9-inch wide waterstop. Preformed joint filler shall be installed with the edge
at the indicated distance below or back from finished concrete surface, and shall have a
slightly tapered, dressed, and oiled wood strip secured to or placed at the edge thereof
O:41052-006S03290.doc:05-18-10
03290-2
North Miami Beach
N.E. 172nd Street- Phase 2
during concrete placement, which shall later be removed to form space for sealing material.
The space so formed shall be filled with a joint sealant material as specified herein. The
joint sealant shall be isolated from the filler using a bond breaker.
D.
1.05
Control Joints: The function of the control joint is to provide a weaker plane in the
concrete, where shrinkage cracks will probably occur. A groove, of the shape and
dimensions shown on the Drawing, is formed or saw-cut in the concrete. This groove shall
be filled with a joint sealant.
SUBMITTALS
A.
Waterstops: Prior to production of the material required under this contract, qualification
samples shall be submitted. Such samples shall consist of extruded or molded sections of
each size or shape to be used, and shall be accomplished so that the material and
workmanship represents in all respects the material to be furnished under this contract. The
balance of the material to be used under this contract shall not be produced until after the
Engineer has reviewed the qualification samples. The samples shall be delivered to a
location on site indicated by the Engineer.
B.
Joint Sealant: Prior to ordering the sealant material, the Contractor shall submit to the
Engineer for the Engineer's review, sufficient data to show general compliance with the
requirements of the Contract Documents.
C.
Contractor shall submit product data sheets of all materials proposed under this section.
D.
Shipping Certification: The Contractor shall provide written certification from the
manufacturer as an integral part of the shipping form, to show that all of the material
shipped to this project meets or exceeds the physical property requirements of the Contract
Documents. Contractor certificates are not acceptable.
E.
The Contractor shall submit placement Shop Drawings showing the location and type of all
joints for each structure.
1.06
A.
QUALITY ASSURANCE
Waterstop
1.
Review: It is required that all waterstop field joints shall be subject to review
inspection, and no such work shall be scheduled or started without having made
prior arrangements with the Engineer to provide for the required reviews. Not less
than 24 hours' notice shall be provided to the Engineer for scheduling such reviews.
2.
All field joints in waterstops will be subject to rigid review for misalignment, bubbles,
inadequate bond, porosity, cracks, offsets, and other defects which would reduce
the potential resistance of the material to water pressure at any point. All defective
joints shall be replaced with material which will pass said review, and all faulty
material shall be removed from the site and disposed of by the Contractor at its own
expense.
3.
The following defects represent a partial list of defects which shall be grounds for
rejection:
O:41052-006S03290.doc:05-18-10
03290-3
North Miami Beach
N.E. 172nd Street- Phase 2
1.07
A.
a.
Offsets at joints greater than 1/16 inch or 15 percent material thickness, at
any point, whichever is less.
b.
Exterior crack at joint, due to incomplete bond, deeper than 1/16 inch or 15
percent of material thickness, at any point, whichever is less.
c.
Any combination of offset or exterior crack which will result in a net reduction
in the cross section of the waterstop in excess of 1/16 inch or 15 percent of
material thickness at any point, whichever is less.
d.
Misalignment of joint which result in misalignment of the waterstop in excess
of 1/2 inch in 10 feet.
e.
Porosity in the welded joint as evidenced by visual inspection.
f.
Bubbles or inadequate bonding which can be detected with pen-knife test.
(If, while prodding the entire joint with the point of a pen knife, the knife
breaks through the outer portion of the weld into a bubble, the joint shall be
considered defective.)
GUARANTEE
The Contractor shall provide a two-year written guarantee of the entire sealant installation
against faulty and/or incompatible materials and workmanship, together with a statement
that it agrees to repair or replace, to the satisfaction of the Owner, at no additional cost to
the Owner, any such defective areas which become evident within said two-year guarantee
period.
PART 2 -- PRODUCTS
2.01
PVC WATERSTOPS
A.
General: Waterstops shall be extruded from an elastomeric polyvinylchloride compound
containing the plasticizers, resins, stabilizers, and other materials necessary to meet the
requirements of these Specifications. No reclaimed or scrap material shall be used. The
Contractor shall obtain from the waterstop manufacturer and shall furnish to the Engineer
for review, current test reports and a written certification of the manufacturer that the
material to be shipped to the job meets the physical requirements as outlined in the U.S.
Army Corps of Engineers Specification CRD-C572 and listed in Paragraph C. below.
B.
Multi-Rib Waterstops: All PVC waterstops shall be of Multi-rib construction. Waterstops for
construction joints shall be serrated style 732 by Greenstreak or equal. Waterstops for
expansion joints shall be Style 738 by Greenstreak or equal. T type waterstops installed
against existing concrete shall be Style 609 by Greenstreak, or equal. Compatible baten
bars and anchor bolts shall be supplied by the same manufacturer. Prefabricated joint
fittings (90º bends and tees) shall be used at all intersections of the ribbed-type waterstops.
PVC waterstops shall be provided with hog rings or grommets at 12-inches on center to
allow tying of waterstop with wire to adjacent reinforcement.
C.
Waterstop Testing Requirements: When tested in accordance with the specified test
standards, the waterstop material shall meet or exceed the following requirements:
O:41052-006S03290.doc:05-18-10
03290-4
North Miami Beach
N.E. 172nd Street- Phase 2
Value
ASTM Std.
1750
D 638, Type IV
Ultimate Elongation-min (percent)
350
D 638, Type IV
Low Temp. Brittleness-Max (degrees F)
-35
D 746
Stiffness in Flexure-min (psi)
400
D 747
Tensile Strength-min (psi)
Accelerated Extraction (CRD-C572)
Tensile Strength-min (psi)
Ultimate Elongation-min (percent)
1500
D 638, Type IV
300
D 638, Type IV
300
D 638, Type IV
Effect of Alkalies (CRD-C572)
Ultimate Elongation-min (percent)
Change in Weight (percent)
+0.25/-0.10
Change in Durometer, Shore A
+5
---D 2240
Finish Waterstop
Tensile Strength-min (psi)
Ultimate Elongation-min (percent)
2.02
1400
D 638, Type IV
280
D 638, Type IV
HYDROPHILIC WATERSTOPS
A.
Hydrophilic waterstops shall be designed to expand and seal under hydrostatic conditions.
At construction joints, the waterstops shall be Adeka Ultraseal MC 2010 M for wall/slab
thickness greater than 9 inches, and Adeka Ultraseal KBA-1510FF for wall/slab thickness
less than 9 inches or equal. At expansion joints, the waterstops shall be Adeka Ultraseal
KM-3030M or equal.
B.
Plate fabrications used to plug flow channels for future expansion or otherwise to close wall
openings shall be caulked using hydrophilic waterstops designed for the application.
Caulking agents shall be Adeka Ultraseal P201 or equal.
2.04
JOINT SEALANT
A.
Joint sealant shall be polyurethane polymer designed for bonding to concrete which is
continuously submerged in water.
B.
Joint sealant material shall meet the following requirements:
Work Life
45 - 90 minutes
Time to Reach
20 Shore "A"
Hardness (at 77 degrees F, 200 gr quantity)
24 hours, maximum
Ultimate Hardness
30 - 40 Shore "A"
Tensile Strength
250 psi, minimum
O:41052-006S03290.doc:05-18-10
03290-5
North Miami Beach
N.E. 172nd Street- Phase 2
Ultimate Elongation
400 percent, minimum
Tear Resistance (Die C ASTM D 624)
75 pounds per inch of
thickness, minimum
Light Gray
Color
C.
2.05
A.
2.06
A.
2.07
A.
All polyurethane sealants for joints in concrete shall conform to the following requirements:
1.
Sealant shall be 2-part polyurethane with the physical properties of the cured
sealant conforming to or exceeding the requirements of ANSI/ASTM C 920 or
Federal Specification TT-S-00227 E(3) for 2-part material, as applicable.
2.
For vertical joints and overhead horizontal joints, only "non-sag" compounds shall be
used; all such compounds shall conform to the requirements of ANSI/ASTM C 920
Class B, or Federal Specification TT-S-0027 E(3), Type II.
3.
For plane horizontal joints, the self-leveling compounds which meet the
requirements of ANSI/ASTM C 920 Class A, or Federal Specification TT-S-0027
E(3), Type I shall be used. For joints subject to either pedestrian or vehicular traffic,
a compound providing non-tracking characteristics, and having a Shore "A"
hardness range of 25 to 35, shall be used.
4.
Primer materials, if recommended by the sealant manufacturer, shall conform to the
printed recommendations of the sealant manufacturer.
PREFORMED JOINT FILLER
Preformed joint filler material shall be of the preformed non- extruding type joint filler
constructed of cellular neoprene sponge rubber or polyurethane of firm texture. Bituminous
fiber type will not be permitted. All non-extruding and resilient-type preformed expansion
joint fillers shall conform to the requirements and tests set forth is ASTM D 1752 for Type I,
except as otherwise specified herein.
BACKER ROD
Backer rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be
compatible with the joint sealant material used and shall have a tensile strength of not less
than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod
shall be 1/8-inch larger in diameter than the joint width except that a one-inch diameter rod
shall be used for a 3/4-inch wide joint.
BOND BREAKER
Bond breaker shall be Super Bond Breaker as manufactured by Burke Company, San
Mateo, California; Hunt Process 225-TU as manufactured by Hunt Process Co., Santa Fe
Springs, CA; Select Cure CRB as manufactured by Select Products Co., Upland, CA; or
equal. It shall contain a fugitive dye so that areas of application will be readily
distinguishable.
O:41052-006S03290.doc:05-18-10
03290-6
North Miami Beach
N.E. 172nd Street- Phase 2
PART 3 -- EXECUTION
3.01
GENERAL
A.
Unless otherwise shown on the Drawings, waterstops of the type specified herein shall be
embedded in the concrete across joints as shown. All waterstops shall be fully continuous
for the extent of the joint. Splices necessary to provide such continuity shall be
accomplished in conformance to printed instructions of manufacturer of the waterstops. The
Contractor shall take suitable precautions and means to support and protect the waterstops
during the progress of the Work and shall repair or replace at its own expense any
waterstops damaged during the progress of the Work. All waterstops shall be stored so as
to permit free circulation of air around the waterstop material.
B.
When any waterstop is installed in the concrete on 1 side of a joint, while the other half or
portion of the waterstop remains exposed to the atmosphere for more than 14 days, suitable
precautions shall be taken to shade and protect the exposed waterstop from direct rays of
the sun during the entire exposure and until the exposed portion of the waterstop is
embedded in concrete.
3.02
A.
SPLICES IN PVC WATERSTOPS
Splices in waterstops shall be performed by heat sealing the adjacent waterstop sections in
accordance with the manufacturer's printed recommendations. It is essential that:
1.
The material not be damaged by heat sealing.
2.
The splices have a tensile strength of not less than 60 percent of the unspliced
materials tensile strength.
3.
The continuity of the waterstop ribs and of its tubular center axis be maintained.
B.
Butt joints of the ends of 2 identical waterstop sections may be made while the material is in
the forms.
C.
All joints in waterstop involving more than 2 ends to be joined together, and all joints which
involve an angle cut, alignment change, or the joining of 2 dissimilar waterstop sections
shall be factory fabricated with not less than 24-inch long strips of material beyond the joint.
Upon being inspected and accepted, such prefabricated waterstop joint assemblies shall be
installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight
run portions of waterstop in place in the forms.
3.03
JOINT CONSTRUCTION
A.
Setting PVC Waterstops: In order to eliminate faulty installation that may result in joint
leakage, particular care shall be taken of the correct positioning of the waterstops during
installation. Adequate provisions must be made to support the waterstops during the
progress of the Work and to insure the proper imbedment in the concrete. The symmetrical
halves of the waterstops shall be equally divided between the concrete pours at the joints.
The center axis of the waterstops shall be coincident with the joint openings. Maximum
density and imperviousness of the concrete shall be insured by thoroughly working it in the
vicinity of all joints.
B.
In placing PVC waterstops in the forms, means shall be provided to prevent them from
O:41052-006S03290.doc:05-18-10
03290-7
North Miami Beach
N.E. 172nd Street- Phase 2
being folded over by the concrete as it is placed. Unless otherwise shown, all waterstops
shall be held in place with light wire ties which shall be passed through the hog rings or
grommets of the waterstop and tied to the curtain of reinforcing steel. Horizontal
waterstops, with their flat face in a vertical plane, shall be held in place with continuous
supports to which the top edge of the waterstop shall be tacked. In placing concrete around
horizontal waterstops, with their flat face in a horizontal plane, concrete shall be worked
under the waterstops by hand so as to avoid the formation of air and rock pockets.
C.
Joint Location: Construction joints, and other types of joints, shall be provided where shown
on the Drawings. When not shown on the Drawings, maximum distance between horizontal
joints in slabs and vertical joints in walls shall be 45-feet, and maximum distance between
vertical and horizontal joints for earth or water retaining walls shall be 25-feet, unless noted
otherwise. The location of all joints, of any type, shall be submitted for review by the
Engineer.
D.
Joint Preparation: Special care shall be used in preparing concrete surfaces at joints where
bonding between two sections of concrete is required. Unless otherwise shown on the
Drawings, such bonding will be required at all horizontal joints in walls. Surfaces shall be
prepared in accordance with the requirements of Section 03300 entitled "Cast-in-Place
Concrete."
E.
Adequate means shall be provided for anchoring the waterstop in concrete. Waterstops
shall be positioned so that they are equally embedded in the concrete on each side of the
joint.
F.
Sealant application shall be in accordance with the manufacturer's printed instructions. The
surfaces of the groove for the sealant shall not be coated. Concrete next to waterstops
shall be placed in accordance with the requirements of Section entitled, "Cast-in-Place
Concrete."
G. The primer and sealant shall be placed strictly in accordance with the printed
recommendations of the manufacturer, taking special care to properly mix the sealant prior
to application. All sealant shall cure at least 7 days before the structure is filled with water.
H.
All sealant shall be installed by a competent waterproofing specialty contractor who has a
successful record of performance in similar installations. Before work is commenced, the
crew doing the Work shall be instructed as to the proper method of application by a
representative of the sealant manufacturer.
I.
Thorough, uniform mixing of 2-part, catalyst-cured materials is essential; special care shall
be taken to properly mix the sealer before its application. Before any sealer is placed, the
Contractor shall arrange to have the crew doing the Work carefully instructed as to the
proper method of mixing and application by a representative of the sealant manufacturer.
J.
Any joint sealant which, after the manufacturer's recommended curing time for the job
conditions of the Work hereunder, fails to fully and properly cure shall be completely
removed; the groove shall be thoroughly sandblasted to remove all traces of the uncured or
partially cured sealant and primer, and shall be re-sealed with the specified joint sealant. All
costs of such removal, joint treatment, re-sealing, and appurtenant work shall be at the
expense of the Contractor.
O:41052-006S03290.doc:05-18-10
03290-8
North Miami Beach
N.E. 172nd Street- Phase 2
- END OF SECTION -
O:41052-006S03290.doc:05-18-10
03290-9
North Miami Beach
N.E. 172nd Street- Phase 2
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 -- GENERAL
1.01
A.
B.
1.02
THE REQUIREMENT
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.
The requirements in this section shall apply to the following types of concrete:
1.
Class A1 Concrete: Normal weight concrete used at all locations, unless otherwise
noted.
2.
Class A2 Concrete: Normal weight concrete with mandatory addition of high range
water reducer, used for concrete walls.
2.
Class B Concrete: Normal weight concrete with pea-rock aggregate. Class B
concrete shall be used only at locations indicated 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.
Grout is specified in Section 03315 entitled "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 03480 – Manholes, Handholes and Vaults
F.
Section 03315 - Grout
G.
Section 05500 - Metal Fabrications
O:41052-006S03300.doc:03-01-10
03300-1
North Miami Beach
N.E. 172nd Street- Phase 2
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.
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 301
Specifications for Structural Concrete for Buildings.
3.
ACI 305
Hot Weather Concreting.
4.
ACI 306
Cold Weather Concreting.
5.
ACI 309
Recommended Practice for Consolidation of Concrete
6.
ACI 315
Details and Detailing of Concrete Reinforcement.
7.
ACI 318
Building Code Requirements for Reinforced Concrete.
8.
ACI 347
Recommended Practice for Concrete Formwork.
9.
ACI 350
Environmental Engineering Concrete Structures.
10.
ASTM C 31
Methods of Making and Curing Concrete Test Specimens in the
Field.
11.
ASTM C 33
Specification for Concrete Aggregates.
12.
ASTM C 39
Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
13.
ASTM C 88
Test Method for Soundness of Aggregates by use of Sodium
Sulfate or Magnesium Sulfate.
14.
ASTM C 94
Specification for Ready-Mixed Concrete.
15.
ASTM C 114 Method for Chemical Analysis of Hydraulic Cement.
O:41052-006S03300.doc:03-01-10
03300-2
North Miami Beach
N.E. 172nd Street- Phase 2
1.04
A.
16.
ASTM C 136 Method for Sieve Analysis of Fine and Coarse Aggregate.
17.
ASTM C 143 Test Method for Slump of Portland Cement Concrete.
18.
ASTM C 150 Specification for Portland Cement.
19.
ASTM C 156 Test Method for Water Retention by concrete Curing Materials.
20.
ASTM C 157 Test Method for length Change of Hardened Cement Mortar and
Concrete.
21.
ASTM C 192 Method of Making and Curing concrete Test Specimens in the
Laboratory.
22.
ASTM C 227 Standard Test Method for Potential Alkali Reactivity of Cement
Aggregate Combinations (Mortar-Bar Method).
23.
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete.
24.
ASTM C 289 Standard Test Method for Potential Reactivity of Aggregates
(Chemical Method).
25.
ASTM C 494 Specification for Chemical Admixtures For Concrete.
26.
ASTM C 586 Standard Test Method for Potential Alkali Reactivity of Carbonate
Rocks for Concrete Aggregates (Rock Cylinder Method).
27.
ASTM C 618 Standard Specification for Fly Ash and Raw or Calcined Natural
Pozzolan for use as a Mineral Admixture in Portland Cement
Concrete.
28.
ASTM D 1751 Specification for preformed Expansion Joint Fillers for Concrete
Paving and Structural Construction (Non-extruding and Resilient
Bituminous Types).
29.
ASTM D 6103 Standard Test Method for Flow Consistency of Controlled Low
Strength Material
30.
ASTM E11
31.
ASTM E 119 Method for Fire Tests of Building Construction and Materials.
Specification for Wire-Cloth Sieves for Testing Purposes.
SUBMITTALS
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
his expense submit new test data and information for the establishment of a new design
mix. Submit mix designs for all classes of concrete.
O:41052-006S03300.doc:03-01-10
03300-3
North Miami Beach
N.E. 172nd Street- Phase 2
B.
Sources of all materials and certifications of compliance with specifications for all sources of
each material.
C.
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.
D.
Manufacturer's data on all admixtures.
E.
Concrete mix designs for each type of mix proposed and its intended locations. Field
experience records and/or trial mix data used as the basis for the proposed concrete mix
design shall be submitted to the Engineer along with the proposed mix.
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.
H.
Submit a minimum of two suppliers for aggregate proposed for use or confirmation to the
ENGINEER that it can obtain 100 percent of the needed aggregates from one quarry prior to
approval to place concrete.
I.
Certification from each admixture manufacturer that all admixtures utilized in the design mix
are compatible with one another and properly proportioned.
J.
Chloride ion content of the admixtures.
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.
C.
The cost of initial trial mixes and initial laboratory tests to design the mixes including
compression tests, sieve analysis, and tests on trial mixes shall be included in the Contract
Price.
D.
The cost of all tests during construction will be borne by the City. However, the Contractor
shall be charged for the cost of any additional tests and investigation on work performed
which does not meet the Specifications. All test results shall be sent directly to the
Engineer. All testing invoices shall be sent directly to the City. The Contractor shall be
responsible for coordination of all tests with the testing laboratory.
E.
Concrete for testing shall be supplied by the Contractor at no cost to the City, and the
Contractor shall provide assistance to the Engineer in obtaining samples. The Contractor
shall dispose of and clean up all excess material.
O:41052-006S03300.doc:03-01-10
03300-4
North Miami Beach
N.E. 172nd Street- Phase 2
F.
Construction Tolerances
1.
1.06
A.
B.
1.07
A.
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 and 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 entitled "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 insure 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.
4.
Take a minimum of one slump measurement and a minimum of one air entrainment
test whenever a set of compression test specimens is made. Slump tests shall be
made in accordance with ASTM C143 and air tests in accordance with ASTM C231.
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.
PRE-CONCRETE CONFERENCE
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 scheduled date of the
conference.
O:41052-006S03300.doc:03-01-10
03300-5
North Miami Beach
N.E. 172nd Street- Phase 2
B.
The Contractor shall require responsible representatives of every party who is concerned
with the concrete work to attend the conference, including but not limited to the following:
1.
Contractor’s superintendent
2.
For the 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 the Contractor and
distributed by him 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 scheduled 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 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.
O:41052-006S03300.doc:03-01-10
03300-6
North Miami Beach
N.E. 172nd Street- Phase 2
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
non-reactive, 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.
Contractor shall submit a new trial mix to the Engineer for approval whenever a
different aggregate or gradation is proposed.
b.
Contractor shall submit to the Engineer for approval, a minimum of two suppliers
for aggregates it proposes to use.
c.
Contractor shall furnish confirmation to the Engineer that it can obtain 100
percent of the needed aggregates from one quarry prior to approval to place
concrete.
d.
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.
e.
Fine aggregates shall be manufactured sand that is hard and durable.
f.
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.
g.
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.
h.
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.
i.
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.
j.
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.
O:41052-006S03300.doc:03-01-10
03300-7
North Miami Beach
N.E. 172nd Street- Phase 2
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. Airentraining agent shall be Sika AER by Sika Corp., MB-VR by Master Builders, Darex AEA
by Grace, AEA-92S by Euclid Chemical Company, or 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.
Water reducing admixture shall conform to ASTM C 494, Type A and shall contain
no more than 0.05% chloride ions. Acceptable products are “Eucon Series” by the
Euclid Chemical Company, “Pozzolith Series” by BASF, and “Plastocrete Series” by
Sika Corporation.
2.
High range water reducer shall be sulfonated polymer conforming to ASTM C 494,
Type F or G. The use of high range water reducer is mandatory for Class A2
concrete. The high range water reducer 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. Concrete shall be mixed at mixing speed for a minimum of 100 mixer
revolutions after the addition of the high range water reducer. Acceptable products
are “Eucon 37” or Plastol 5000 by the Euclid Chemical Company, “Rheobuild 1000
or Glenium Series” by BASF, and “Daracem 100 or Advaflow Series” by W.R.
Grace.
3.
A non-chloride, non-corrosive accelerating admixture shall be used when air
temperature at time of placement is expected to be consistently below 40 degrees
Fahrenheit as specifically approved by the Engineer. The admixture shall conform
to ASTM C 494, Type C or E, and shall not contain more chloride ions than are
present in municipal drinking water. The admixture manufacturer must have longterm non-corrosive test data from an independent testing laboratory (of at least a
year’s duration) using an acceptable accelerated corrosion test method such as that
using electrical potential measures. Acceptable products are “Accelguard 80/90 or
NCA” by the Euclid Chemical Company and “Daraset” by W.R. Grace.
4.
A water reducing retarding admixture shall be used when air temperature at time of
placement is expected to be consistently above 90 degrees Fahrenheit as
specifically approved by the Engineer. The admixture shall conform to ASTM, Type
D and shall not contain more than 0.05% chloride ions. Acceptable products are
O:41052-006S03300.doc:03-01-10
03300-8
North Miami Beach
N.E. 172nd Street- Phase 2
“Eucon NR or Eucon Retarder 100” by the Euclid Chemical Company, “Pozzolith
200N” by BASF, and “Plastiment” by Sika Corporation.
C.
2.03
A.
2.04
A.
5.
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.
6.
Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing more
than 0.05 percent chloride ions are not permitted.
7.
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.
Flyash shall conform to ASTM C 618 Type F. Flyash shall be limited to 15% of cementitious
materials and may only be added to types A, B and C concrete.
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
Hi-Mod, 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 Hi-Mod
Gel, or equal.
3.
Epoxy grouting of vertical and horizontal dowels in existing concrete: A
two-component structural epoxy gel conforming to AC308 such as PE1000 Epoxy
Injection Adhesive Anchoring System by Powers Fasteners, Set XP by Simpson
Strong-Tie, Hit RE-500 SD by Hilti, or approved equal. Place with pneumatic or
manual injection gun.
CONCRETE MIX
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 CITY. All changes shall be subject to review by the
Engineer.
O:41052-006S03300.doc:03-01-10
03300-9
North Miami Beach
N.E. 172nd Street- Phase 2
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 A1, A2 Concrete (All cast-in-place and precast concrete unless otherwise
noted).
Minimum cementitous materials
content, per cubic yard
without flyash added: 611 lbs.
Maximum water-cementitious
materials ratio, by weight
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
4,500 psi
Air Content
3% + 1%
Class B Concrete (At locations shown on the Drawings).
Minimum cementitous
content, per cubic yard
3.
materials
517 lbs.
Maximum water-cementitous
materials ratio, by weight
0.50
Slump, maximum
5 inches
Compressive strength at 28 days F'c
4,500 psi
Coarse Aggregate
Pearock
Air Content
3% + 1%
Class C Concrete (Sidewalks, pipe encasements in the dry, thrust blocks and
electrical duct banks)
Minimum cementitous
content, per cubic yard
materials
500 lbs.
Maximum water-cementitous
materials ratio, by weight
0.60
Slump, maximum
5 inches
O:41052-006S03300.doc:03-01-10
03300-10
North Miami Beach
N.E. 172nd Street- Phase 2
4.
5.
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 cementitous materials
content, per cubic yard
100 lbs.
Maximum water-cementitous
materials ratio, by weight
5.0
Flowability, minimum
8 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
4000 psi
C.
All Class A concrete, unless noted otherwise on the Drawings, shall be air entrained
concrete. 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.
2.05
A.
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
O:41052-006S03300.doc:03-01-10
03300-11
North Miami Beach
N.E. 172nd Street- Phase 2
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.
2.06
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 250 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 70 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 be based on the results of field experience or
laboratory trial mixes in conformance with Section 5.3, “Proportioning on the Basis of Field
Experience and/of Trial Mixtures” of ACI 318. When trial mixes are used they 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.
When field experience records are inadequate to confirm the quality of a proposed concrete
mix in accordance with Section 5.3, "Proportioning on the Basis of Field Experience and/or
Trial Mixtures" of ACI 318, or when required by the Engineer, an independent testing
laboratory designated by the Contractor and acceptable to the Engineer shall test a trial
batch of each of the preliminary concrete mixes submitted by the Contractor. The trial
batches shall be prepared using the aggregates, cement and admixtures proposed for the
project. The trial batch materials shall be of a quantity such that the testing laboratory can
obtain enough samples to satisfy requirements stated below. Tests on individual materials
stated in PART 2 -- PRODUCTS should already be performed before any trial mix is done.
The cost of laboratory trial batch tests for each specified concrete mix will be borne by the
Contractor and the Contractor shall furnish and deliver the materials to the testing laboratory
at no cost to the City.
O:41052-006S03300.doc:03-01-10
03300-12
North Miami Beach
N.E. 172nd Street- Phase 2
C.
An independent testing laboratory shall observe the preparation of the trial batch, and they
shall prepare a minimum of fifteen (15) standard test cylinders in accordance with ASTM
C 31 in addition to conducting slump (ASTM C 143), air content (C 231) and unit weight
(C 138) tests. Compressive strength test on the cylinders shall subsequently be performed
by the same laboratory in accordance with ASTM C 39 as follows: Test 3 cylinders at age 7
days; test 3 cylinders at age 21 days; test 3 cylinders at age 28 days and test 3 cylinders at
56 days. The cylinders shall be carefully identified as "Trial Mix, Contract No._______,
Product________." If the average 28-day compressive strength of the trial mix is less than
that specified, or if any single cylinder falls below the required strength by more than 500
psi, the mix shall be corrected, another trial batch prepared, test cylinders taken, and new
tests performed as before. Any such additional trial batch testing required shall be
performed at no additional cost to the City. Adjustments to the mix shall be considered
refinements to the mix design and shall not be the basis for extra compensation to the
Contractor.
D.
Mixing of concrete shall conform to the requirements of Chapter 7 of ACI 301 Specifications.
E.
Retempering of concrete or mortar which has partially hardened will not be permitted.
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. A vapor barrier specified in Section 07190 entitled "Vapor Barrier" shall
be placed. 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.
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
O:41052-006S03300.doc:03-01-10
03300-13
North Miami Beach
N.E. 172nd Street- Phase 2
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.
E.
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.
F.
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.
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 Section 05050 entitled "Metal Fastening".
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
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.
O:41052-006S03300.doc:03-01-10
03300-14
North Miami Beach
N.E. 172nd Street- Phase 2
3.03
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.
C.
Unauthorized Placement
1.
D.
E.
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 of inferior
quality, shall be removed and replaced by and at the expense of the Contractor.
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.
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
O:41052-006S03300.doc:03-01-10
03300-15
North Miami Beach
N.E. 172nd Street- Phase 2
1.
F.
Conveyor Belts and Chutes
1.
G.
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.
J.
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.
Temperature of Concrete
1.
I.
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
1.
H.
An epoxy adhesive bonding agent shall be applied to set surfaces of construction
joints according to the manufacturer's written recommendations.
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.
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.
O:41052-006S03300.doc:03-01-10
03300-16
North Miami Beach
N.E. 172nd Street- Phase 2
K.
The surface of the concrete shall be level whenever a run of concrete is stopped. To insure
a level, straight joint on the exposed surface of walls, a wood strip at least 3/4-inch 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 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.
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.
3.04
A.
3.05
A.
3.06
A.
CONCRETE FINISHING
Concrete finishes are specified in Section 03350 entitled "Concrete Finishes".
CURING AND PROTECTION
Curing is specified in Section 03370 entitled "Concrete Curing".
PLACING CONCRETE UNDERWATER (TREMIE CONCRETE)
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
O:41052-006S03300.doc:03-01-10
03300-17
North Miami Beach
N.E. 172nd Street- Phase 2
enters the mass of the previously place concrete from within, displacing water with a
minimum disturbance to the surface of the concrete.
B.
3.07
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.
PLACING CONCRETE UNDER PRESSURE (PUMPING)
A.
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 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
O:41052-006S03300.doc:03-01-10
03300-18
North Miami Beach
N.E. 172nd Street- Phase 2
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 be 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
DEFECTIVE CONCRETE
A.
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 depression defects shall have them
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 3.05 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 conforming to the requirements of Section 03290 entitled, " Joints in Concrete".
This repair method shall be done on the faces of members in contact with fill.
3.10
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 CITY. 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
O:41052-006S03300.doc:03-01-10
03300-19
North Miami Beach
N.E. 172nd Street- Phase 2
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.
3.11
A.
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 Sikaguard 701W as manufactured by "Sika Corporation"
or equal.
- END OF SECTION -
O:41052-006S03300.doc:03-01-10
03300-20
North Miami Beach
N.E. 172nd Street- Phase 2
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 03300 - Cast-in-Place Concrete
1.03
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A.
Specifications, codes, and standards shall be as specified in Section 03300 entitled
"Cast-in-Place Concrete," and as referred to herein.
B.
Additional Commercial Standards
CRD-C 621
1.04
A.
Corps of Engineers Specification for Nonshrink Grout
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.
O:41052-006S03315.doc:03-01-10
03315-1
North Miami Beach
N.E. 172nd Street- Phase 2
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 nonshrink 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 castin-place concrete joints.
2.02
PREPACKAGED NON-SHRINK EPOXY GROUT
A.
Epoxy-based non-shrink grout shall be a three component, 100 percent solids, solvent-free
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.
CEMENT GROUT
Cement grout for fills in the bottom of structures shall conform to the requirements specified
herein 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 03300 entitled "Cast-in-Place Concrete" shall be used
for dowels and an adhesive system specified in Section 05050 entitled "Metal Fastening"
shall be used for anchor bolts.
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.
O:41052-006S03315.doc:03-01-10
03315-2
North Miami Beach
N.E. 172nd Street- Phase 2
2.05
A.
MEASUREMENT OF INGREDIENTS
Prepackaged grouts shall have ingredients measured by means recommended by the
manufacturer.
PART 3 -- EXECUTION
3.01
GENERAL
A.
All curing, and protection of cement grout shall be as specified in Section 03370 entitled
"Concrete Curing" (Methods 1 and 2); or as recommended by manufacturer. 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 -
O:41052-006S03315.doc:03-01-10
03315-3
North Miami Beach
N.E. 172nd Street- Phase 2
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 03315 - Grout
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
3.
ACI 350 – Code Requirements for Environmental Engineering Concrete Structures
SUBMITTALS
Submit the following in accordance with Section 01300 entitled "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 entitled "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
O:41052-006S03350.doc:03-01-10
03350-1
North Miami Beach
N.E. 172nd Street – Phase 2
Article 3.05 of this Section entitled "Concrete Finish Schedule". 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.
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
requires 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 of this Section entitled "Concrete Finish Schedule". 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. When a Type "F" finish is
subsequently to be applied, the surface of the screeded concrete shall be
roughened with a stiff brush or rake prior to final set.
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.
O:41052-006S03350.doc:03-01-10
03350-2
North Miami Beach
N.E. 172nd Street – Phase 2
3.03
A.
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.
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" - Swept in Grout Topping: This finish shall be applied after a completion of
a Type "A" finish. The concrete surface shall be properly cleaned, washed, and
coated with a mixture of water and Portland Cement. Cement grout in accordance
with Section 03315 shall then be plowed and swept into neat conformance with the
blades or arms of the apparatus by turning or rotating the previously positioned
mechanical equipment. Special attention shall be paid to true grades, shapes and
tolerances as specified by the manufacturer of the equipment. Before beginning this
finish, the Contractor shall notify the Engineer and the equipment manufacturer of
the details of the operation and obtain approval and recommendations.
7.
Type "G" - Hardened Finish: Either a liquid hardened finish or an aggregate
hardened finish shall be provided at the Contractor's option.
a.
Liquid hardened finish shall be provided by application of a liquid floor
hardener. Floors to receive this finish shall have previously received a Type
"D" finish. Liquid hardener shall be applied between 30 to 60 days after
concrete placement. Surface to be treated shall be dry, clean and free of all
loose dust, dirt, oil, wax, sealers and curing compounds. Application
procedure shall be in accordance with manufacturer's instructions and shall
consist of a three-coat treatment.
b.
Aggregate hardened finish shall be provided by applying an aggregate floor
hardener concurrently with the application of a Type "D" finish. Application
procedure shall be in accordance with manufacturer's instructions.
8.
Type "H" - Non-Slip Finish: This finish shall be provided by applying a non-slip
shake-on aggregate concurrently with the application of a Type "D" finish.
Application procedure shall be in accordance with manufacturer's instructions.
9.
Type "J" - 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
After installation of all equipment and piping, and after completion of other related
O:41052-006S03350.doc:03-01-10
03350-3
North Miami Beach
N.E. 172nd Street – Phase 2
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. Sealer is specified in Section 03300 entitled "Cast-in-Place Concrete".
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.
3.05
CONCRETE FINISH SCHEDULE
Item
Type of Finish
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
O:41052-006S03350.doc:03-01-10
03350-4
North Miami Beach
N.E. 172nd Street – Phase 2
Item
Exterior concrete sidewalks, steps, ramps and landings
Type of Finish
E
Floors of process equipment tanks indicated on Drawings to receive
grout topping
F
Garage and storage area floors
G
Precast concrete form panels, hollow core planks, double tees
J
* Finish shall be acceptable to the coating applicator and manufacturer. See Section
09850 entitled "Painting".
- END OF SECTION -
O:41052-006S03350.doc:03-01-10
03350-5
North Miami Beach
N.E. 172nd Street – Phase 2
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
excessively hot or cold temperatures, and maintain with minimal moisture loss at a
relatively constant temperature for the period of time necessary for the hydration of the
cement and proper hardening of the concrete in accordance with requirements specified
herein.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03100 - Concrete Formwork
B.
Section 03290 – Joints in Concrete
C.
Section 03300 - Cast-in-Place Concrete
D.
Section 03315 - Grout
E.
Section 03350 - Concrete Finishes
1.03
A.
1.04
A.
SUBMITTALS
In accordance with the procedures and requirements set forth in the Section entitled
"Submittals", the contractor shall submit the following:
1.
Request for acceptance along with procedures for protection of concrete under wet
weather placement conditions.
2.
Request for placement along with proposed procedures for hot weather placement.
3.
Request for acceptance along with procedures for protection and curing of concrete
during normal conditions.
4.
Request for acceptance and proposed materials and procedures for moisture
preservation.
5.
Proposed method of measuring concrete surface temperature changes.
6.
Manufacturer’s literature and material certification for proposed curing compounds.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Without limiting the generality of other requirements of these specifications all work
hereunder shall conform to the applicable requirements of the referenced portions of the
following documents, to the extent that the requirements therein are not in conflict with the
provisions of this Section.
O:41052-006S03370.doc:03-01-10
03370-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.05
1.
Specifications for Structural Concrete for buildings, ACI 301.
2.
Guide for Measuring, Mixing, Transporting, and Placing Concrete, ACI 304.
3.
Hot Weather Concreting, ACI 305.
4.
Cold Weather Concreting, ACI 306
5.
Standard Practice for Curing Concrete, ACI 308
6.
Specifications for Sheet Materials for Curing Concrete, ASTM C171.
7.
Specification for Liquid Membrane - Forming Compounds for Curing Concrete, ASTM
C309.
8.
Federal Specification TT-C-800.
QUALITY ASSURANCE
A.
Curing compound shall not be used on any surface where concrete, coatings, or other
material will be bonded unless the manufacturer certifies that the curing compound will not
prevent bond or indicates measures to be taken to completely remove the curing
compound from areas to receive bonded applications, and specifically approved by the
Engineer.
B.
Care shall be taken to ensure that curing compounds are compatible with all finish concrete
castings.
C.
Curing compounds shall not be used on surfaces exposed to water in potable water
storage tanks and treatment plants unless curing compound is certified in accordance with
ANSI/NSF Standard 61.
PART 2 -- PRODUCTS
2.01
A.
2.02
A.
2.03
A.
CURING COMPOUNDS
All materials shall meet the ASTM specifications C309, Type 1-D, Class B or Federal
Specification TT-C-800 and shall have a minimum solids content of 30 percent. The curing
compound shall contain a fugitive dye so that areas of application are readily
distinguishable.
EVAPORATION REDUCER
Evaporation reducer shall be Master Builders “Confilm” or Euclid Chemical “Euco-Bar”, or
approved equal.
BURLAP MATS
Burlap mats shall conform to ASTM M-182.
O:41052-006S03370.doc:03-01-10
03370-2
North Miami Beach
N.E. 172nd Street – Phase 2
PART 3 -- EXECUTION
3.01
PROTECTION AND CURING
A.
All concrete work 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 7-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.
After placing and finishing, use one or more of the following methods to preserve moisture
in concrete:
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.
5.
If approved by the Engineer, application of a curing compound in accordance with
Article 3.05.
Apply the compound in accordance with the manufacturer's
recommendation on after water sheen has disappeared from the concrete surface and
after finishing operations. The rate of application shall not exceed 200 square feet per
gallon. For rough surfaces, apply in two directions at right angles to each other.
D.
Keep absorbent forms wet until they are removed. After form removal, cure concrete by
one of the methods in paragraph C.
E.
Any of the curing procedures used in Paragraph 3.01-C may be replaced by one of the
other curing procedures listed in Paragraph 3.01-C after the concrete is one-day old.
However, the concrete surface shall not be permitted to become dry at any time.
3.02
A.
CONCRETE TEMPERATURE
When the average of the highest and lowest temperature during the period from midnight
to midnight is expected to drop below 40 F for more than three successive days, concrete
shall be delivered to meet the following minimum temperature immediately after placement:
1.
55 degrees Fahrenheit for sections less than 12 in. in the least dimension
2.
50 degrees Fahrenheit for sections 12 in. to 36 in. in the least dimension
3.
45 degrees Fahrenheit for sections 36 in. to 72 in. in the least dimension
4.
40 degrees Fahrenheit for sections greater than 72 in. in the least dimension
O:41052-006S03370.doc:03-01-10
03370-3
North Miami Beach
N.E. 172nd Street – Phase 2
B.
The temperature of concrete as placed shall not exceed these values by more than 20
degrees Fahrenheit.
C.
These minimum requirements may be terminated when temperatures above 50 degrees
Fahrenheit occur during more than half of any 24 hour duration.
D.
Unless otherwise specified or permitted, the temperature of concrete as delivered shall not
exceed 90 degrees Fahrenheit.
E.
During and following curing, do not allow the surface of the concrete to change
temperature more than the following:
3.03
1.
50 degrees Fahrenheit in any 24-hr period for sections less than 12 in. in the least
dimension
2.
40 degrees Fahrenheit for sections from 12 to 36 in. in the least dimension
3.
30 degrees Fahrenheit for sections 36 to 72 in. in the least dimension
4.
20 degrees Fahrenheit for sections greater than 72 in. in the least dimension
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 Article 3.02 herein.
During the 72-hour period, the concrete surface shall not be exposed to air more than 20°F
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 approved by the Engineer and shall be
such as 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. All such thermometers shall
be furnished by the Contractor in quantity and type which the Engineer directs.
D.
Curing procedures during cold weather conditions shall conform to the requirements of
ACI 306.
3.04
A.
CURING CONCRETE UNDER HOT WEATHER CONDITIONS
When air temperatures exceed 85°F, the Contractor shall take extra care in placing and
finishing techniques to avoid formation of cold joints and plastic shrinkage cracking. If
ordered by the Engineer, 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.
O:41052-006S03370.doc:03-01-10
03370-4
North Miami Beach
N.E. 172nd Street – Phase 2
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 workmen.
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
paragraph 3.01C 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.
D.
At the end of the initial 24-hour period, curing and protection of the concrete shall continue
for at least four (4) additional days using one of the methods listed in paragraph 3.01C.
E.
Curing procedures during hot weather conditions shall conform to the requirements of
ACI 305.
3.05
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. Curing compound
shall never be used for curing exposed walls with fluid or earth backfill on the opposite side.
A continuous wet cure for a minimum of five days is required for these applications. Curing
compound shall not be used on surfaces exposed to water in potable water storage tanks
and treatment plants unless curing compound is certified in accordance with ANSI/NSF
Standard 61.
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 -
O:41052-006S03370.doc:03-01-10
03370-5
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 03480
PRECAST CONCRETE MANHOLES, HANDHOLES AND VAULTS
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
THE REQUIREMENT
The Contractor shall construct all precast concrete items as required in the Contract
Documents, including all appurtenances necessary to make a complete installation.
QUALITY CONTROL
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:
1.
ASTM C478 Specification for Precast Reinforced Concrete Manhole Sections.
2.
ACI 318 Building Code Requirements for Reinforced Concrete.
SUBMITTALS
A.
The Contractor shall submit shop drawings for all precast concrete items. Submitted
drawings shall show all dimensions, location and type of lifting inserts, and details of
reinforcement and joints in accordance with Section 01300 entitled "Submittals".
B.
For all precast items which are manufactured, the Contractor shall also submit a list of the
design criteria used by the manufacturer.
C.
For all precast items which are manufactured, and which have a clear dimension, in any
direction, greater than or equal to 4 feet – 0 inches, the Contractor shall submit design
calculations showing, at least, the design loads, stresses on the item, and buoyancy
verification. Calculations shall be signed and sealed by a Professional Engineer registered
in the State of Florida.
D.
The Contractor shall submit certified reports for all lifting inserts, showing allowable design
loads on the inserts.
PART 2 -- PRODUCTS
2.01
A.
MANUFACTURED ITEMS
Precast Concrete Manhole Sections
1.
Precast concrete sections, twenty-four inches and larger in diameter, which are used
as manhole sections, shall conform to ASTM C478 except as modified herein.
Reinforcement, if shown, shall be as shown on the Drawings. Sections shall have
O:41052-006S03480.doc:05-28-10
03480-1
North Miami Beach
N.E. 172nd Street-Phase 2
rebate joints. Tapered top sections shall be supplied where they are shown on the
drawings, or where they are otherwise indicated to be necessary. The design and
manufacture of the sections shall be based on H-20 traffic loading. Reinforcement
shall conform to the requirements of the Section 03200 entitled "Concrete
Reinforcement". Minimum wall thickness shall be six inches. Cement shall be ASTM
C150, Type II. The date and name of manufacturer shall be marked inside each
precast section.
B.
2.02
A.
2.03
A.
2.04
A.
2.05
A.
Miscellaneous Precast Vaults
1.
Miscellaneous precast vaults shall include, but are not limited to, electric manholes,
pull boxes and meter boxes. Vault dimensions shall be as required by the Contract
Drawings. Concrete properties shall conform to the requirements of Section 03300
entitled "Cast-in-Place Concrete". Frames and lids of covers shall be provided by the
vault manufacturer. Covers shall have lifting handles.
2.
When leveling bolts are used to set the vault top sections, the Contractor shall ensure
that the load on the vault will be transferred through the mortar to the vault, and will
not be carried by the leveling bolts.
3.
Where vaults are in areas which may be subjected to vehicular traffic, they shall be
designed for H-20 traffic loading. In other areas, they shall be designed for a vertical
live load of 300 psf. Lateral loads on all vault walls shall be as follows:
a.
Operating 75 x h (lbs.) triangular equivalent fluid pressure plus surcharge of 240
PSF in areas designed for vehicular traffic.
b.
Where h = depth of fill
c.
Piping, electrical, and other details shall be as required by the Contract
Documents.
SITE-CAST ITEMS
Where removable concrete slabs are required by the drawings, they shall conform to the
requirements set forth in Section 03300 entitled "Cast-in-Place Concrete." All thicknesses,
reinforcing, and edge clearances shall be as shown on the drawings.
PRE-FORMED JOINT SEALANT
The joint sealing compound shall preformed, cold-applied, ready to use plastic joint sealing
compound, "Ram-Neck" by K.T. Snyder Company; or equal.
MORTAR
Mortar used between the sections of precast concrete manholes and vaults shall be as
recommended by the section manufacturer, subject to the requirements of Division 4.
NON-SHRINK GROUT
Non-shrink grout shall be as specified in Section 03315 entitled "Grout".
O:41052-006S03480.doc:05-28-10
03480-2
North Miami Beach
N.E. 172nd Street-Phase 2
PART 3 -- EXECUTION
3.01
A.
MANUFACTURED ITEMS
Precast Concrete Manhole Sections
1.
B.
Miscellaneous Precast Vaults
1.
3.02
A.
Precast concrete manhole sections shall be set so as to be vertical, with sections in
true alignment. The joint of the previously set section shall be covered with mortar
and preformed joint sealant before the next section is placed. Before the mortar is
set, joints shall be pointed, and exterior joints shall be thoroughly tooled so as to be
slightly concave with a hard polished surface, free of cracks. Interior joints shall be
tooled flush in a similar manner.
All pull boxes, electrical manholes, vaults, meterboxes and other miscellaneous
precast concrete boxes shall be installed in accordance with the manufacturer's
recommendations, unless otherwise required by the drawings.
SITE CAST ITEMS
Where removable concrete slabs are required by the drawings, they shall be fabricated in
accordance with Section 03300 entitled "Cast-in-Place Concrete".
- END OF SECTION -
O:41052-006S03480.doc:05-28-10
03480-3
North Miami Beach
N.E. 172nd Street-Phase 2
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.
Materials for fasteners are included in 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 Hot-Dipped, ZincCoated Welded and Seamless
E.
ASTM A167
Standard Specification for Stainless and Heat-Resisting ChromiumNickel 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 Steel Externally 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)
L.
ASTM A536
Standard Specification for Ductile Iron Castings
O:41052-006S05010.doc:03-01-10
05010-1
North Miami Beach
N.E. 172nd Street – Phase 2
M.
ASTM A570
Standard Specification for Hot-Rolled Carbon Steel Sheet and Strip,
Structural Quality
N.
ASTM A666
Standard Specification for Austenitic Stainless Steel, Sheet, Strip,
Plate, and Flat Bar for Structural Applications
O.
ASTM B26
Standard Specification for Aluminum-Alloy Sand Castings
P.
ASTM B85
Standard Specification for Aluminum-Alloy Die Castings
Q.
ASTM B108
Standard Specification for Aluminum-Alloy Permanent Mold Castings
R.
ASTM B138
Standard Specification for Manganese Bronze Rod, Bar, and Shapes
S.
ASTM B209
Standard Specification for Aluminum-Alloy Sheet and Plate
T.
ASTM B221
Standard Specification for Aluminum-Alloy Extruded Bars, Rods,
Wire, Shapes, and Tubes
U.
ASTM B308
Standard Specification for Aluminum-Alloy Standard Structural
Shapes, Rolled or Extruded
1.04
A.
1.05
A.
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
CITY 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 CITY. 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 CITY. 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.
PART 2 -- PRODUCTS
2.01
A.
CARBON AND LOW ALLOY STEEL
Material types and ASTM designations shall be as listed below:
(Continued on Next Page)
O:41052-006S05010.doc:03-01-10
05010-2
North Miami Beach
N.E. 172nd Street – Phase 2
2.02
1. Structural W Shapes
A 992 (50 ksi)
2. Structural S, M, C, L Shapes
A 36 (36 ksi)
3. Structural HP Shape
A 572, Grade 50 (50 ksi)
4. Structural Tubing
A 500, Grade B or A 501 (42 ksi)
5. Structural Pipe
A 53, Type E or S, Grade B (35 ksi)
6. Plates and Bars
A 36 U.N.O. (36 ksi)
7. Sheet Steel
A 570, Grade C
8. Cold-Formed Structural Studs and Joists
(18-22 gauge)
A 446, Grade C
8. Cold-Formed Structural Studs and Joists
(12-16 gauge)
A 446, Grade D
STAINLESS STEEL
A.
All stainless steel fabrications exposed to underwater service shall be Type 316. All other
stainless steel fabrications shall be Type 304, unless noted otherwise.
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:
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
O:41052-006S05010.doc:03-01-10
05010-3
North Miami Beach
N.E. 172nd Street – Phase 2
C.
All aluminum structural members shall conform to the requirements of Section 05140,
Structural Aluminum.
D.
All aluminum shall be provided with mill finish unless otherwise noted.
E.
Where bolted connections are indicated, aluminum shall be fastened with stainless steel
bolts.
F.
Aluminum in contact with dissimilar materials shall be insulated with an approved dielectric.
2.04
A.
2.05
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
BRONZE
Material types and ASTM designations are listed below:
1.
Rods, Bars and Sheets
ASTM B138 - Alloy B Soft
PART 3 -- EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S05010.doc:03-01-10
05010-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 05050
METAL FASTENING
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
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.
RELATED WORK SPECIFIED ELSEWHERE
Section 05010 - Metal Materials
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
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 A36
Standard Specification for Structural Steel
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
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
O:41052-006S05050.doc:03-01-10
05050-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.04
A.
1.05
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
Submit the following in accordance with Section 01300, Submittals.
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.
D.
The CITY 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 CITY.
PART 2 -- PRODUCTS
2.01
A.
ANCHOR BOLTS
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. Anchor bolts shall have
O:41052-006S05050.doc:03-01-10
05050-2
North Miami Beach
N.E. 172nd Street – Phase 2
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 304 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.
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., or Trubolt Wedge Anchor by ITW
Ramset/Redhead 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 epoxy adhesive
system conforming to AC 308 into hardened concrete or grout-filled masonry. The epoxy
O:41052-006S05050.doc:03-01-10
05050-3
North Miami Beach
N.E. 172nd Street – Phase 2
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 “PE1000 Epoxy Injection Adhesive System” as manufactured by
Powers Fasteners, "Set XP" as manufactured by Simpson Strong-Tie, or "HIT RE-5000 SD
Injection Adhesive Anchor System" as manufactured by Hilti, Inc.; or approved equal.
TABLE 1
Allowable Tensile Capacity (Kips)
2.05
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
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.
2.06
A.
2.07
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.
PART 3 -- EXECUTION
3.01
A.
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.
O:41052-006S05050.doc:03-01-10
05050-4
North Miami Beach
N.E. 172nd Street – Phase 2
3.02
A.
B.
BOLT INSTALLATION
Anchor Bolts and Concrete 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 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.
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.
- END OF SECTION -
O:41052-006S05050.doc:03-01-10
05050-5
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 05531
GRATING, FLOOR PLATES AND ACCESS HATCHES
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The Contractor shall furnish, fabricate, and install gratings and floor plates and
appurtenances, complete, all in accordance with the requirements of the Contract
Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 05500 - Metal Fabrications
B.
Painting and protective coating of metalwork and fabricated items shall, unless otherwise
specified herein, be performed in accordance with the requirements of Section 09850
entitled "Painting."
1.03
A.
1.04
A.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Specifications, codes and standards shall be as specified in Section 05010 "Metal
Materials" and as referred to herein.
SUBMITTALS
Submit the following in accordance with Section 01300 entitled “Submittals”:
1.
Complete fabrication and erection drawings of all gratings, floor plates, access
hatches and access doors specified herein.
PART 2 -- PRODUCTS
2.01
A.
2.02
A.
2.03
A.
METAL MATERIALS
Metal materials used for gratings, floor plates and hatches shall conform to Section 05010
entitled “Metal Materials”, unless noted otherwise.
METAL FASTENING
All welds and fasteners used for gratings, floor plates and hatches shall conform to Section
05050 entitled “Metal Fastening”, unless noted otherwise.
GRATING
General: Grating, including support frames, fastenings, and all necessary appurtenances
for a complete installation shall be furnished as indicated on the Drawings.
O:41052-006S05531.doc:03-01-10
05531-1
North Miami Beach
N.E. 172nd Street – Phase 2
B.
C.
D.
1.
All exposed bearing ends of grating shall be enclosed in a perimeter band of the same
dimensions and materials as the main bars, including ends at all cutouts.
2.
Grating shall be fabricated into easily removable sections and shall be fastened at
each corner and as required with fasteners provided by the grating manufacturer. No
section of grating shall weigh in excess of 50 lbs. No fasteners shall be permitted to
project above the walking surface.
3.
Gratings shall be designed for a loading of 150 psf unless a depth is required by the
Drawings. Minimum grating depth shall be 1-1/2 inches. Deflection shall not exceed
L/240 or 1/4-inch.
Aluminum Grating
1.
Aluminum grating shall be of I-Bar type with cross bars at 2 inches on center and shall
consist of extruded bearing bars positioned and locked by crossbars. All supports,
cross members, etc. shall be aluminum. Plank clips for grating holddowns or other
required attachments shall be aluminum or stainless steel. Bolts shall be stainless
steel.
2.
Grating shall be aluminum swage locked “I-Bar” Type IF, as manufactured by IKG
Borden or equal.
3.
Grating shall be provided with a mill finish.
Aluminum Plank Grating
1.
Aluminum plank grating shall be unpunched, consisting of 6-inch wide extruded
sections, heavy duty type with 6 ribs and plain sides, fabricated in standard sections
as manufactured by Ohio Gratings, McNichols, IKG Borden, or approved equal. All
planks shall be provided with extruded grating frame cast in concrete.
2.
Grating panels shall be made from 6-inch wide extruded sections and banded to form
standard panel widths.
3.
Removal sections shall be edge banded in sections and provided with stainless steel
flush mounted lift handles with necessary plank reinforcing and holdown anchors.
4.
Hinged sections shall be shop fabricated ready for field installation. Panels shall be
edge banded with a continuous hinge, flush mounted lifting handles (1 section
minimum), stainless steel bolts and hardware. Grating frame shall be provided with
removable temporary braces to maintain the required opening width during casting.
Provide necessary grating reinforcing for lift handles, hinge connections, holdown
anchors, etc.
5.
Grating shall be provided with a mill finish.
Galvanized Steel Grating
1.
Galvanized Steel grating shall be custom welded heavy duty steel grating per
ANSI/NAMM MBG 532-000. Minimum bearing bar size shall be 2-1/4” x 1/4”. All
O:41052-006S05531.doc:03-01-10
05531-2
North Miami Beach
N.E. 172nd Street – Phase 2
supports, cross members, etc. shall be galvanized steel. Plank clips for grating hold
downs shall be stainless steel. Bolts shall be galvanized steel.
2.
2.04
All openings shall be banded.
CHECKERED PLATES
A.
Checkered plates shall be aluminum alloy 6061-T6, or galvanized steel as indicated on the
Drawings. Aluminum checkered plates shall be provided in mill finish, except when
otherwise indicated on the Drawings. Checkered plates shall be designed for a live load of
150 pounds per square foot of the gross projected area. The allowable deflection under the
above loadings shall be L/240 but not more than 1/4-inch. Minimum thickness shall be 3/8inch, unless otherwise noted on the Drawings.
B.
Checkered plates shall be standard pattern non-slip of the thickness and sizes on the
Drawings. Stiffener angles shall be provided as required to meet the load requirements
specified above. All checkered plate sections shall be cut that no one section shall weigh
more than 100 pounds.
C.
Flush type lifting handles and hinges and neoprene seals for airtight construction shall be
provided where shown on the Drawings.
2.05
A.
ACCESS HATCHES
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.
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 Type 316 stainless steel 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.
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 Type 316 stainless steel.
8.
Cylinder locks with keyway protected by a cover plug shall be provided with all
hatches.
O:41052-006S05531.doc:03-01-10
05531-3
North Miami Beach
N.E. 172nd Street – Phase 2
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.
Door frames shall be trough-type or angle-type as indicated on the Drawings and
equipped with a built-in neoprene cushion. On trough-type frames, the drainpipe
shall be provided by the Contractor and shall extend to the nearest point of
discharge acceptable to the Engineer.
11.
Access hatches shall be by The Bilco Company or equal.
12.
Hatches shall be guaranteed against defects for a period of five years.
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. 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
miscellaneous items such as stiffeners, fillets, connections, brackets, and other details
necessary for a complete installation shall be provided.
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 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. Bolts and welds shall conform to Section 05050 entitled “Metal Fastening”.
All fastenings shall be concealed where practicable.
3.02
INSTALLATION
A.
Assembly and installation of fabricate 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 O:41052-006S05531.doc:03-01-10
05531-4
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 11000
EQUIPMENT GENERAL PROVISIONS
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The CONTRACTOR shall provide all tools, supplies, materials, equipment, and all labor
necessary for the furnishing, construction, installation, testing, and operation of all
equipment and appurtenant work, complete and operable, all in accordance with the
requirements of the Contract Documents.
B.
The provisions of this Section shall apply to all equipment specified and where referred
to, except where otherwise specified or shown.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Division 1 (All Sections).
B.
Piping, fittings, and valves as applicable.
C.
Metals.
D.
Painting.
E.
Pumps, General.
F.
Electrical General Provisions.
1.03
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A.
Codes: All codes, as referenced herein, are specified in Section 01090, "Reference
Standards."
B.
Commercial Standards: All equipment, products, and their installation shall be in
accordance with the following standards, as applicable, and as specified in each Section
of these specifications:
1.
American Society for Testing and Materials (ASTM).
2.
American Public Health Association (APHA).
3.
American National Standards Institute (ANSI).
4.
American Society of Mechanical Engineers (ASME).
5.
American Water Works Association (AWWA).
6.
American Society of Heating, Refrigerating, and Air Conditioning Engineers
(ASHRAE).
O:41052-006S11000.doc:03-22-10
11000-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
B.
7.
American Welding Society (AWS).
8.
National Fire Protection Association (NFPA).
9.
Federal Specifications (PS).
10.
National Electrical Manufacturers Association (NEMA).
11.
Manufacturer's published recommendations and specifications.
12.
General Industry Safety Orders (OSHA).
13.
American Gear Manufacturers Association (AGMA).
14.
American Hot Dip Galvanizers Association (AHDGA).
15.
American Standards Association (ASA).
16.
National Association of Corrosion Engineers (NACE).
17.
Anti-Friction Bearing Manufacturers Association, Inc. (AFMBA).
18.
Underwriters' Laboratories, Inc. (UL).
The following standards have been referred to in this Section of the specifications:
ANSI B16.1
Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125,
250, and 800.
ANSI B16.5
Pipe Flanges and Flanged Fittings, Steel, Nickel Alloy, and
Other Special Alloys.
ANSI B46.1
Surface Texture.
ANSI S12.6
Method for the Measurement of the Real-Ear Attenuation
of Hearing Protectors.
ANSI/ASME Bl.20.1
General Purpose Pipe Threads (Inch).
ANSI/ASME B31.1
Power Piping.
ANSI/AWWA D100
Welded Steel Tanks for Water Storage.
AWWA C206
Field Welding of Steel Water Pipe.
ASTM A 48
Specification for Gray Iron Castings.
ASTM A 108
Specification for Steel Bars, Carbon, Cold-Finished,
Standard Quality.
O:41052-006S11000.doc:03-22-10
11000-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
1.04
SUBMITTALS
A.
Shop Drawings: The CONTRACTOR shall furnish complete shop drawings for all
equipment specified in the various Sections, together with all piping, valves, and controls
for review by the ENGINEER in accordance with Section 01300, "Submittals."
B.
Spare Parts: The CONTRACTOR shall obtain and submit from the manufacturer a list of
suggested spare parts for each piece of equipment. After review by the ENGINEER,
CONTRACTOR shall furnish such spare parts suitably packaged, identified with the
equipment number, and labeled. CONTRACTOR shall also furnish the name, address,
and telephone number of the nearest distributor for each piece of equipment. All spare
parts are intended for use by the CITY, only, after expiration of the guaranty period.
1.05
A.
QUALITY ASSURANCE
Inspection, Startup, and Field Adjustment: The CONTRACTOR shall demonstrate that
all equipment meets the specified performance requirements. CONTRACTOR shall
provide the services of an experienced, competent, and authorized service
representative of the manufacturer of each item of major equipment who shall visit the
site of Work, and as necessary, to perform the following tasks:
1.
Assist the CONTRACTOR in the installation of the equipment.
2.
To inspect, check, adjust if necessary and approve the equipment installation.
3.
To start-up and field-test the equipment for proper operation, efficiency, and
capacity.
4.
To perform necessary field adjustments during the test period until the equipment
installation and operation are satisfactory to the ENGINEER.
5.
To instruct the CITY's personnel in the operation and maintenance of the
equipment.
B.
Costs: The costs of all inspection, startup, testing, adjustment, and instruction work
performed by said factory-trained representatives shall be borne by the CONTRACTOR.
C.
Public Inspection: It shall be the responsibility of the CONTRACTOR to inform the local
authorities, such as building and plumbing inspectors, fire marshall, OSHA inspectors,
and others, to witness all required tests for piping, plumbing, fire protection systems,
pressure vessels, safety systems, etc., to obtain all required permits and certificates, and
pay all fees.
D.
Tolerances: Tolerances and clearances shall be as shown on the shop drawings and
shall be closely adhered to. Machine work shall in all cases be of high-grade
workmanship and finish, with due consideration to the special nature or function of the
parts. Members without milled ends and which are to be framed to other steel parts of
the structure may have a variation in the detailed length of not greater than 1/16 of an
inch for members 30 feet or less in length, and not greater than 1/8 of an inch for
members over 30 feet in length.
O:41052-006S11000.doc:03-22-10
11000-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
F.
1.06
A.
1.07
A.
Machine Finish: The type of finish shall be the most suitable for the application and shall
be shown in micro-inches in accordance with ANSI B46.1. The following finishes shall
be used:
1.
Surface roughness not greater than 63 micro-inches shall be required for all
surfaces in sliding contact.
2.
Surface roughness not greater than 250 micro-inches shall be required for
surfaces in contact where a tight joint is not required.
3.
Rough finish not greater than 500 micro-inches shall be required for other
machined surfaces.
4.
Contact surfaces of shafts and stems which pass through stuffing boxes and
contact surfaces of bearings shall be finished to not greater than 32 micro-inches.
Manufacturer's Experience: Unless otherwise directed by the ENGINEER, all equipment
furnished shall have a record of at least 5 years of successful, troublefree operation in
similar applications, from the same manufacturer.
CLEANUP
After completion of the installation and testing, the CONTRACTOR shall remove all
debris from the site, clean all equipment and controls, and hand over its work in perfect
operating condition.
GUARANTEES, WARRANTIES
After completion, the CONTRACTOR shall furnish to the CITY the manufacturer's written
guarantees that the equipment will meet all requirements of these specifications. The
CONTRACTOR shall also furnish the manufacturer's warranties as published in its
literature and as specified.
PART 2 -- PRODUCTS
2.01
GENERAL REQUIREMENTS
A.
Noise Level: When in operation, no single piece of equipment shall exceed the OSHA
noise level requirements for a one hour exposure.
B.
Service Factors: Service factors shall be applied in the selection or design of mechanical
power transmission components. Unless otherwise specified, the following load
classifications shall apply in determining service factors:
Type of Equipment
Pumps
C.
Welding:
following:
1.
Load Classification
Uniform
Unless otherwise specified or shown, all welding shall conform to the
ANSI/AWWA D100.
O:41052-006S11000.doc:03-22-10
11000-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
F.
2.
AWWA C206.
3.
All composite fabricated steel assemblies which are to be erected or installed
inside a hydraulic structure, including any fixed or movable structural components
of mechanical equipment, shall have continuous seal welds to prevent entrance of
air or moisture.
4.
All welding shall be by the metal-arc method or gas-shielded arc method as
described in the American Welding Society's "Welding Handbook" as
supplemented by other pertinent standards of the AWS. Qualification of welders
shall be in accordance with the AWS Standards governing same.
5.
In assembly and during welding, the component parts shall be adequately
clamped, supported, and restrained to minimize distortion and for control of
dimensions. Weld reinforcement shall be as specified by the AWS code. Upon
completion of welding, all weld splatter, flux, slag, and burrs left by attachments
shall be removed. Welds shall be repaired to produce a workmanlike appearance,
with uniform weld contours and dimensions. All sharp corners of material which is
to be painted or coated shall be ground to a minimum of 1/32-inch on the flat.
Protective Coatings.
1.
All equipment shall be painted or coated in accordance with Section 09850,
"Painting," unless otherwise approved by the ENGINEER. Non-ferrous metal
rotating/lubricated and corrosion-resisting steel surfaces shall be coated with
grease or lubricating oil. Coated surfaces shall be protected from abrasion or
other damage during handling, testing, storing, assembly, and shipping.
2.
Gears, bearing surfaces, and other similar surfaces obviously not to be painted
shall be given a heavy shop coat of grease or other suitable rust-resistant coating.
This coating shall be maintained as necessary to prevent corrosion during periods
of storage and erection and shall be satisfactory to the Engineer up to the time of
the final acceptance.
G.
Protection of Equipment: All equipment shall be boxed, crated, or otherwise protected
from damage and moisture during shipment, handling, and storage. All equipment shall
be protected from exposure to corrosive fumes and shall be kept thoroughly dry at all
times.
H.
Equipment having moving parts such as gears, electric motors, etc. and/or instruments,
control panels, switchgear shall be stored in a temperature and humidity controlled
building until such time as the equipment is to be installed.
I.
Equipment with electric motors having space heaters shall have the space heaters
energized unless stored in a temperature and humidity controlled building. Space
heaters shall be energized at the time of installation and maintained until acceptance of
the equipment.
J.
For exterior storage of fabricated products, the items 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.
O:41052-006S11000.doc:03-22-10
11000-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
K.
Identification of Equipment Items: Each item of equipment shipped shall have a legible
identifying mark corresponding to the equipment number shown or specified for the
particular item.
L.
Vibration Level: All equipment subject to vibration shall be provided with restrained
spring-type vibration isolators or pads per manufacturer's written recommendations.
M.
Shop Fabrication: Shop fabrication shall be performed in accordance with the Contract
Documents and the final reviewed and processed shop drawings.
2.02
EQUIPMENT SUPPORTS AND FOUNDATIONS
A.
Equipment Supports: All equipment supports, anchors, and restrainers shall be
adequately designed for static and dynamic loads.
B.
Equipment Foundations:
Equipment foundations shall be revised to meet
manufacturer's written recommendations if necessary. All mechanical equipment, tanks,
control cabinets, etc. shall be mounted on minimum 4-inch high concrete bases, as
shown on standard structural details, unless otherwise shown or specified. Foundation
drawings shall be submitted to the ENGINEER for review in accordance with the
requirements of Section 01300, "Submittals."
2.03
A.
2.04
A.
2.05
PIPE HANGERS, SUPPORTS, AND GUIDES
All pipe connections to equipment shall be supported, anchored, and guided to avoid
stresses and loads on equipment flanges and equipment as shown.
FLANGES AND PIPE THREADS
All flanges on equipment and appurtenances provided under this Section shall conform
to ANSI B16.1, Class 125; or B16.5, Class 150, unless otherwise shown. All pipe
threads shall be in accordance with ANSI/ASME Bl.20.1, in accordance with
requirements of Section 15000, "Piping, General."
COUPLINGS
A.
Flexible couplings shall be provided between the driver and the driven equipment to
accommodate angular misalignment, parallel misalignment, end float, and to cushion
shock loads. Where required for vertical shafts, 3-piece spacer couplings shall be
installed, except where otherwise acceptable to the ENGINEER.
B.
The CONTRACTOR shall have the equipment manufacturer select or recommend the
size and type of coupling required to suit each specific application.
C.
Taperlock bushings may be used to provide for easy installation and removal on shafts
of various diameters.
D.
Where universal type couplings are shown, they shall be of the needle bearing type
construction, equipped with commercial type grease fittings.
O:41052-006S11000.doc:03-22-10
11000-6
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
2.06
Flexible couplings shall be as manufactured by Woods Corp., or equal, unless specified
otherwise in the equipment specification.
SHAFTING
A.
General: All shafting shall be continuous between bearings and shall be sized to
transmit the power required. Keyways shall be accurately cut in line. Shafting shall not
be turned down at the ends to accommodate bearings or sprockets whose bore is less
than the diameter of the shaft. All shafts shall rotate in the end bearings and shall be
turned and polished, straight, and true.
B.
Materials: Shafting materials shall be appropriate for the type of service and torque
transmitted. Environmental elements such as corrosive gases, moisture, and fluids shall
be taken into consideration. Materials shall be as shown or specified unless furnished
as part of an equipment assembly.
C.
2.07
1.
Low carbon cold-rolled steel shafting shall conform to ASTM A 108, Grade 1018.
2.
Medium carbon cold-rolled shafting shall conform to ASTM A 108, Grade 1045.
3.
Corrosion-resistant shafting shall be stainless steel or Monel, whichever is most
suitable for the intended service.
Differential Settlement: Where differential settlement between the driver and the driven
equipment may be expected, a shaft of sufficient length with 2 sets of universal type
couplings shall be provided.
BEARINGS
A.
General: Bearings shall conform to the standards of the Anti-Friction Bearing
Manufacturers Association, Inc. (AFBMA).
B.
To assure satisfactory bearing application, fitting practice, mounting, lubrication, sealing,
static rating, housing strength, and other important factors shall be considered in bearing
selection.
C.
All grease-lubricated type bearings shall be equipped with a hydraulic grease fitting in an
accessible location and shall have sufficient grease capacity in the bearing chamber.
D.
All lubricated-for-life bearings shall be factory-lubricated with the manufacturer's
recommended grease to insure maximum bearing life and best performance.
E.
Bearing Life: Except where otherwise specified or shown, all bearings shall have a
minimum L-10 life expectancy of 60,000 hours.
F.
Bearing housings shall be of cast iron or steel and bearing mounting arrangement shall
be as specified or shown, or as recommended in the published standards of the
manufacturer. Split-type housings may be used to facilitate installation, inspection, and
disassembly.
G.
Sleeve-type bearings shall have a Babbitt or bronze liner.
O:41052-006S11000.doc:03-22-10
11000-7
North Miami Beach
nd
N.E. 172 Street – Phase 2
2.08
GEARS AND GEAR DRIVES
A.
Unless otherwise specified, gears shall be of the helical or spiral-bevel type, designed
and manufactured in accordance with AGMA Standards, with a minimum service factor
of 1.7, a minimum L-10 bearing life of 60,000 hours and a minimum efficiency of 94
percent. Worm gears shall not be used, unless specifically accepted by the ENGINEER.
B.
All gear speed reducers or increasers shall be of the enclosed type, oil- or greaselubricated and fully sealed, with a breather to allow air to escape but keep dust and dirt
out. The casing shall be of cast iron or heavy duty steel construction with lifting lugs and
an inspection cover for each gear train. An oil level sight glass and an oil flow indicator
shall be provided, arranged for easy reading.
C.
Gears and gear drives as part of an equipment assembly shall be shipped fully
assembled for field installation.
D.
Material selections shall be left to the discretion of the manufacturer, provided the above
AGMA values are met. Input and output shafts shall be adequately designed for the
service and load requirements. Gears shall be computer-matched for minimum
tolerance variation. The output shaft shall have 2 positive seals to prevent oil leakage.
E.
Oil level and drain location relative to the mounting arrangement shall be easily
accessible. Oil coolers or heat exchangers with all required appurtenances shall be
furnished when necessary.
F.
Where gear drive input or output shafts have to connect to couplings or sprockets
supplied by others, the CONTRACTOR shall have the gear drive manufacturer supply
matching key taped to the shaft for shipment.
2.09
SPROCKETS
A.
General: Sprockets shall be used in conjunction with all chain drives and chain-type
material handling equipment.
B.
Materials: Unless otherwise specified, materials shall be as follows:
1.
Sprockets with 25 teeth or less, normally used as a driver, shall be made of
medium carbon steel in the 0.40 to 0.45 percent carbon range.
2.
Type A and B sprockets with 26 teeth or more, normally used as driven sprockets,
shall be made of minimum 0.20 percent carbon steel.
3.
Large diameter sprockets with Type C hub shall be made of cast iron conforming
to ASTM A 48, Class 30.
C.
All sprockets shall be accurately machined to ANSI Standards. Sprockets shall have
deep hardness penetration in tooth sections.
D.
Finish bored sprockets shall be furnished complete with keyseat and set screws.
O:41052-006S11000.doc:03-22-10
11000-8
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
To facilitate installation and disassembly, sprockets shall be of the split type or shall be
furnished with taper-lock bushings as required.
F.
Idler sprockets shall be furnished with brass or Babbitt bushings, complete with oil hole
and axial or circumferential grooving. Steel collars with set screws may be provided in
both sides of the hub.
2.10
A.
2.11
INSULATING CONNECTIONS
General: Insulating bushings, unions, couplings, or flanges, as appropriate, shall be
used in accordance with the requirements of the Section 15000, "Piping, General."
GASKETS AND PACKINGS
A.
Gaskets shall be in accordance with the requirements of Section 15000, "Piping,
General."
B.
Packing around valve stems and reciprocating shafts shall be of compressible material,
compatible with the fluid being used. Chevron-type "V" packing shall be Garlock No.
432, John Crane "Everseal," or equal.
C.
Packing around rotating shafts (other than valve stems) shall be "O"-rings or similar
seals, or mechanical seals, as recommended by the manufacturer and accepted by the
ENGINEER.
2.12
A.
2.13
A.
2.14
NAMEPLATES
Equipment nameplates of stainless steel shall be engraved or stamped and fastened to
the equipment in an accessible location with No. 4 or larger oval head stainless steel
screws or drive pins. Nameplates shall contain the manufacturer's name, model, serial
number, size, characteristics, and appropriate data describing the machine performance
ratings.
SAFETY REQUIREMENTS
Where work areas are located within a flammable or toxic gas environment, suitable gas
detection, ventilating, and oxygen deficiency equipment shall be provided. Workers shall
be equipped with acceptable breathing apparatus.
OVERLOAD PROTECTION
A.
General: Unless otherwise specified in individual equipment Sections, all major
equipment drives shall be provided with mechanical or electrical overload protection
device as specified in the following paragraphs.
B.
Mechanical System: The overload protection shall be a mechanical device to provide for
reliable protection in the event of excessive overload. It shall be a ball detent type
designed for long term repeatability and life. It shall be infinitely adjustable by a single
adjusting nut. Once set it shall be tamperproof, and incorporate a torque monitoring and
control system. It shall activate an alarm set for 85 percent, and a motor cutout switch
set for 100 percent of maximum continuous running torque. A visual torque indication
O:41052-006S11000.doc:03-22-10
11000-9
North Miami Beach
nd
N.E. 172 Street – Phase 2
shall be provided and oriented so that it may be read from the walkway. The dial shall
be calibrated from 0 to 100 percent of maximum continuous running torque. The design
of the torque limiter should initiate the mechanical disengagement of the drive upon
overload. Each unit shall be suitable for outdoor/corrosive environments with a
protective finish, corrosion inhibiting lubricants and a stainless steel cover.
C.
Electronic System: As an alternative to the mechanical system, the overload protection
may be an Electronic Torque Monitoring Control System capable of displaying torque,
rpm's, one level of overload and two levels of overload of the drive system. It shall
incorporate a time-delay for start-up and a voltage monitoring and compensation circuit
for up to +/- 15 percent variation.
D.
The overload device shall have an enclosure suitable for outdoor installation at
temperatures of 0-70 degrees C, and relative humidity up to 100%, unless unit is in an
air conditioned environment where 95 percent shall be acceptable. A visual torque dial
shall be provided and oriented so that it can be easily read from the walkway.
E.
The torque monitoring system shall be calibrated to: alarm and shut down the system in
the event the torque drops to 50 percent of normal running; alarm at 85 percent of
maximum continuous running torque and shut down the motor at maximum continuous
running torque of the equipment. The system shall be calibrated at the factory of the
equipment manufacturer and it shall be capable of monitoring twice the maximum
continuous running torque of the equipment.
F.
Manufacturers, or Equal
1.
American Autogard Corporation
2.
Ferguson Machine Company.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
General: All equipment shall be installed in accordance with acceptable procedures
submitted with the shop drawings and as indicated on the Drawings, unless otherwise
accepted by the ENGINEER.
B.
Alignment: Equipment shall be field tested to verify proper alignment, operation as
specified, and freedom from binding, scraping, vibration, shaft runout, or other defects.
Drive shafts shall be measured just prior to assembly to ensure correct alignment
without forcing. Equipment shall be secure in position and neat in appearance.
C.
Lubricants: The installation work shall include furnishing the necessary oil and grease
for initial operation.
D.
Couplings: The CONTRACTOR shall install the equipment in accordance with the
equipment manufacturer's printed recommendations.
O:41052-006S11000.doc:03-22-10
11000-10
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
Insulating Connections: All insulating connections shall be installed in accordance with
the manufacturer's printed recommendations.
F.
Pipe Hangers, Supports and Guides: Hangers shall be spaced in accordance with
ANSI/ASME B.31.I and with tables in Section 15000,"Piping, General."
3.02
A.
PROTECTIVE COATING
All exposed materials, except corrosion-resistant metals which have not been shop
painted shall be field coated as specified in Section 09850, "Painting." Shop painted
items which suffered damage to the shop coating shall be touched up as specified in
said "Painting" Section.
- END OF SECTION -
O:41052-006S11000.doc:03-22-10
11000-11
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 11130
SUBMERSIBLE NON-CLOG PUMPS
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall furnish and install submersible non-clog pumps at the locations shown
on the Drawings and as specified herein. All pumps shall be supplied by the same
manufacturer.
B.
Equipment shall be provided in accordance with the requirements of Section 11000 Equipment General Provisions and Section 11190 - Pumps, General, and applicable
sections of Division 1 - General Requirements.
1.02
OPERATING CONDITIONS AND PERFORMANCE REQUIREMENTS
Stormwater Pumps
Equipment Tag Numbers
Nos. 1, 2 & 4
Number of Units
3
Design Capacity (gpm)
5600
Total Dynamic Head (feet)
12
Maximum Brake Horsepower
35
Maximum Pump Speed (rpm)
1170
Temperature of Liquid Pumped
Ambient
Suction Condition
Maximum Size of Solids (Spherical Diameter,
Inches)
Minimum Discharge Diameter (In.)
Flooded
3.0
12
Stormwater Jockey Pump
Equipment Tag Numbers
No. 3
Number of Units
1
Design Capacity (gpm)
2000
Total Dynamic Head (feet)
11
Maximum Brake Horsepower
15
Maximum Pump Speed (rpm)
1155
Temperature of Liquid Pumped
Ambient
Suction Condition
Maximum Size of Solids (Spherical Diameter,
Inches)
Minimum Discharge Diameter (In.)
Flooded
O:41052-006S11130.DOC:03-22-10
11130-1
3.0
10
North Miami Beach
N.E. 172nd Street – Phase 2
1.03
A.
1.03
A.
SUBMITTALS
The following items shall be submitted in accordance with, or in addition to, the submittal
requirements specified in Section 01300, Submittals; Section 11000, Equipment General
Provisions, and other applicable sections of Division 1 – General Requirements:
1.
Performance affidavit in accordance with Section 11000, Equipment General
Provisions.
2.
A certified shop test shall be performed on each pumping unit in accordance with
the test code of the Hydraulic Institute protocol “A”. Tests shall be sufficient to
determine the curve of the head, input, horsepower, and efficiency for capacity from
shutoff to 150% of design flow. A minimum of six test points, including shutoff, shall
be taken for each test run. At least one point of the six shall be taken as near as
possible to the specified design condition.
3.
Operation, Installation, Inspection and Maintenance Manuals
4.
Acceptance Testing Criteria and Procedure
5.
Warranty
6.
Recommended List of Spare Parts, Tools and Supplies
WARRANTY
The manufacturer shall provide a five (5) year, non-pro-rated warranty for each pump/motor
unit.
PART 2 -- PRODUCTS
2.01
A.
2.02
ACCEPTABLE MANUFACTURERS
Each pump shall be a submersible, non-clog, centrifugal pump, as manufactured by, ITTFlygt, Wilo/EMU or Engineer approved equal.
MATERIALS & CONSTRUCTION
A.
The pump and all related equipment shall be designed for the stormwater applications
specified herein. The pump shall be capable of passing stormwater typically found in
residential / commercial mixed zones. The pump/motor shall be suitable for continuous or
intermittent operation at constant speed. The pump shall be, flanged bottom suction,
flanged side discharge construction, shall be supplied with a foot mounted discharge
connection elbow and integral sliding rail removal system of the pump manufacturer's
design matched to the supplied pumps.
B.
Casing and other major pump components shall be cast of ductile iron, ASTM A536-84, or
gray cast iron, ASTM A48 Class 35B. The surfaces shall be smooth and devoid of
blowholes, pits, burrs, or other irregularities. All exposed nuts and bolts shall be AISI type
304 stainless steel. All non-stainless steel metal surfaces in contact with the pumped
O:41052-006S11130.DOC:03-22-10
11130-2
North Miami Beach
N.E. 172nd Street – Phase 2
media shall be protected by a factory applied spray coating of Supplier’s modified acrylic
primer and finish. The volute shall be single piece, non-concentric design and shall have
smooth fluid passages large enough at all points to pass the specified sized solids. Pump
volute shall be provided with a cleanout port to allow for removal of any foreign material
blocking or impeding performance of the pump.
C.
All mating surfaces where watertight sealing is required shall be machined and fitted with
Nitrile or Viton rubber O-rings. This will result in controlled compression of the O-rings
without the requirement of a specific torque limit. Secondary sealing compounds,
rectangular gaskets, elliptical O-rings, grease or other devices shall not be acceptable.
Sealing design shall incorporate metal-to-metal contact between machined surfaces.
D.
The impeller shall be of cast of ductile iron, ASTM A536-84, or hard alloy gray cast iron
conforming to ASTM A-48 Class 30, 35, or 40. Impellers shall be hydraulically and
dynamically balanced, semi-open, multi-vane, back-swept, non-clog design. The impeller
vanes shall have screw-shaped leading edges, closed non-clogging design with multiple
vanes. The impeller shall be capable of handling solids of specified sphere size, fibrous
materials, heavy sludge, and other matter found in normal wastewater applications. The
clearance between the internal volute bottom and impeller leading edges shall be
adjustable. The impeller shall be mechanically secured to the motor shaft per
manufacturer’s recommendations.
E.
A wear ring system shall provide efficient sealing between the volute and impeller. Casing
and impeller wear ring shall be of stainless steel construction. Supplier shall submit AISI
grades of stainless steel proposed for the wear rings. Rings shall be drive-fitted to the
volute inlet and heat-shrink fitted to the impeller.
F.
Pump motor shaft shall be one continuous piece. Shafting shall be constructed of carbon
steel ASTM A572, or 420 series stainless steel, and be sufficiently large in diameter to
transmit safely the maximum torque developed by the drive unit and of such a design as to
provide a rigid support for the impeller and to prevent excessive vibration. The shaft shall
be suitably heat-treated, turned, ground, and polished over its entire length.
G. Shaft Seals
1.
Each pump shall be provided with a tandem mechanical shaft seal system
consisting of two totally independent seal assemblies of high-pressure design. The
seals shall operate in a lubricant reservoir that hydro-dynamically lubricates the
lapped seal faces at a constant rate. The lubricant chamber shall be designed to
prevent overfilling and to provide lubricant expansion capacity. The drain and
inspection plug, with positive anti-leak seal shall be easily accessible from the
outside. The seal system shall not rely upon the pumped media for lubrication.
Seal lubricant shall be FDA Approved, nontoxic.
2.
The lower, primary seal unit, located between the pump and the lubricant chamber
shall contain one stationary and one positively driven rotating, industrial duty,
corrosion resistant, seal rings (Tungsten carbide/Tungsten carbide or Tungsten
carbide/silicon carbide). The lower seal shall be independent of the impeller hub.
3.
The upper, secondary seal unit, located between the lubricant chamber and the
motor housing, chamber shall contain one stationary and one positively driven
O:41052-006S11130.DOC:03-22-10
11130-3
North Miami Beach
N.E. 172nd Street – Phase 2
rotating, industrial duty, corrosion resistant, seal rings (ceramic/carbon or carbon/Niresist).
4.
Each seal interface shall be held in contact by its own spring system. The seals
shall require neither maintenance nor adjustment and shall be capable of operating
in either clockwise or counter clockwise direction of rotation without damage or loss
of seal. The seal system shall not be damaged when run dry. No external source of
seal cooling or lubrication water shall be required.
5.
The following seal types shall not be considered acceptable, nor equal to, the dual
independent seal specified: shaft seals without positively driven rotating members
or conventional double mechanical seals containing either a common single or
double spring acting between the upper and lower seal faces. Cartridge type
systems will not be acceptable. No system requiring a pressure differential to offset
pressure and to affect sealing shall be used.
H.
The pump shaft shall rotate on at least two (2) heavy duty permanently lubricated bearings.
Bearings shall be designed to carry all radial and axial thrust loads and shall have a
minimum AFBMA B-10 life of 100,000 hours at all points along the usable portion of the
pump curve at maximum pump speed.
I.
Each pump, as specified herein or as recommended by the manufacturer, shall be provided
with an integral, self-supplying cooling system that is adequately designed to cool the motor
without an external cooling source. The cooling jacket shall be of cast-iron construction and
shall surround the stator housing. The cooling jacket shall provide heat dissipation for the
motor regardless of whether the motor unit is submerged in the pumped media or
surrounded by air. The impeller back vanes shall provide the necessary circulation of the
cooling liquid, a portion of the pumpage, through the cooling system. The cooling liquid
shall pass through a classifying labyrinth prior to entering the cooling jacket. Two cooling
liquid supply pipes, one discharging low and one discharging high within the jacket, shall
direct the cooling liquid to the jacket. An air evacuation tube shall be provided to facilitate
air removal from within the jacket. Any piping internal to the cooling system shall be
shielded from the cooling media flow allowing for unobstructed circular flow within the jacket
about the stator housing. Two cooling liquid return ports shall be provided. The internals to
the cooling system shall be non-clogging by virtue of their dimensions. Drilled and threaded
provisions for external cooling and, seal flushing or air relief are to be provided. The cooling
jacket shall be equipped with two flanged, gasketed and bolted inspection ports of not less
than 4"diameter located 180° apart. The cooling system shall provide for continuous
submerged or completely non-submerged pump operation in liquid or in air having a
temperature of up to 40°C (104°F), in accordance with NEMA standards. Restrictions
limiting the ambient or liquid temperatures at levels less than 40°C are not acceptable.
J.
The slide rail mounting system shall be as shown on the Contract Drawings and as
specified herein.
1.
A rail system shall be provided and installed for each pump. The pump shall be
easily removed from the wet well for inspection or service without entering the pit or
disconnecting piping.
2.
The pump shall be provided with a foot mounted discharge connection elbow
constructed of cast iron conforming to ASTM A48-Class 30 or 35, permanently
O:41052-006S11130.DOC:03-22-10
11130-4
North Miami Beach
N.E. 172nd Street – Phase 2
installed in the wet well along with the discharge piping. The discharge connection
elbow shall be constructed with a 125 lb. ANSI standard flat faced flange. The
pump shall be automatically connected to the discharge connection elbow when
lowered into place, and shall be easily removed for inspection or service. Sealing of
the pumping unit to the discharge connection elbow shall be accomplished by a
simple downward motion of the pump.
K.
2.03
3.
A sliding guide bracket shall be an integral part of the pump unit. The entire weight
of the pump unit shall be guided by the guide bar(s) and pressed tightly against the
discharge connection elbow to provide positive sealing under all conditions.
4.
The entire sliding rail system shall be designed to safely withstand all stresses
imposed thereon by vibration, torque, shock and all possible direct and eccentric
loads. No portion of the pump shall bear directly on the floor of the sump.
5.
Lower guide bar holders shall be integral with the discharge connection. Guide bars
shall be of at least standard weight 316 stainless steel pipe of a conservative size
adequate for its intended use. The guide bars shall not support any portion of the
weight of the pump.
6.
All anchor bolts, lifting bolts, eye lugs and lifting cable, etc. necessary for a complete
installation and maintenance of the pump shall be constructed of Type 316 stainless
steel and shall be adequately designed for its intended use.
7.
All metal to metal interfaces where movement might occur shall be non-sparking.
The slide mounting system for the influent pumps shall meet or exceed Underwriters
Laboratory requirements for operation in a Class I, Division 1, Group D hazardous
location.
All anchor bolts, lifting bolts, eye lugs, etc. necessary for complete installation and
maintenance of the pump shall be furnished by Supplier and constructed of Type 316
stainless steel and shall be adequately designed for its intended use.
ELECTRICAL AND CONTROL REQUIREMENTS
A.
The pump manufacturer shall provide the power and control cables between the pump and
the local disconnect switch, junction box, or control panel as shown on the Drawings. No
splices shall be allowed. Cables shall be PVC or oil resistant chloroprene rubber jacketed
type SPC cable suitable for submersible pump applications, shall be sized according to
NEC and ICEA standards, and shall meet with MSHA approval. Stainless steel strain relief
connectors shall be furnished for all cables.
B.
Cable Entry Water Seal
1.
The cable entry water seal design shall insure a watertight and submersible seal
without specific torque requirements. The cable entry shall be comprised of a single
cylindrical elastomer grommet, flanked by stainless steel washers all having a close
tolerance fit against the cable outside diameter and the entry inside diameter and
compressed by the entry body containing a strain relief function, separate from the
function of sealing the cable. The assembly shall bear against a shoulder in the
pump top. The cable entry junction chamber and motor shall be separated by a
O:41052-006S11130.DOC:03-22-10
11130-5
North Miami Beach
N.E. 172nd Street – Phase 2
stator lead sealing gland or terminal board, which shall isolate gaining access
through the pump top. The junction chamber containing the terminal board shall be
sealed from the motor by an elastomer compression seal O-ring. Connection
between the cable conductors and stator leads shall be made with threaded
compressed type binding post permanently affixed to the terminal board and thus
perfectly leak proof. Each pump shall be equipped with separate terminal board that
totally isolates the incoming power supply from the pump motor.
2.
C.
An acceptable alternate cable entry seal shall include cable leads shall enter at the
top of the motor and shall allow the cable-to-motor connection to be accomplished in
the field without soldering. All power and control lead wires shall be double sealed
as they enter the motor in such a manner that cable-wicking will not occur. This
sealing system shall consist of a rubber grommet followed by epoxy that is high in
adhesive qualities and has a low coefficient of expansion. Each conductor shall
have a small section of insulation removed to establish a window area of bare wire
and each wire shall be untwisted and surrounded by epoxy potting material. A cable
strain relief mechanism shall be an integral part of the sealing system. The cable
sealing system shall be capable of withstanding an external pressure test of 1,200
psi as well as a cable assembly pull test as required by Underwriters Laboratories.
Power and control leads shall be terminated on a sealed terminal board. The
terminal board and its bronze lugs shall be O-ring sealed.
Electrical Requirements
Stormwater Pumps
Stormwater Jockey
Pump
460V, 3 ph, 60 Hz
460V, 3 ph, 60 Hz
Horsepower
35
15
Speed, rpm
1170
1155
Class F
Class F
Explosion Proof
No
No
Inverter Duty
No
No
Service Factor
1.15
1.15
Space Heater
No
No
Motor Winding Temperature Switches
Yes
Yes
RTDs
No
No
Cooling Jacket
Yes
Yes
Motors
Rating
Insulation
D.
The stator winding and stator leads shall be moisture resistant. The use of bolts, pins, or
other fastening devices requiring penetration of the stator housing shall not be allowed.
E.
The motor shall be guaranteed for continuous unsubmerged duty, capable of sustaining a
minimum of fifteen (15) starts per hour without overheating.
O:41052-006S11130.DOC:03-22-10
11130-6
North Miami Beach
N.E. 172nd Street – Phase 2
F.
The motor shall be provided with pre-lubricated radial and thrust bearings which are
designed to carry the entire load which may be imposed upon it under all operating
conditions.
G. Moisture detector probes shall be provided in the oil-seal chamber for the primary effluent
pumps. The pump manufacturer shall provide a moisture detection relay compatible with
the probes. The relay shall be installed in a local control panel located as shown on the
Drawings.
H.
All stators shall incorporate three thermal switches, connected in series, to provide over
temperature protection of the motor winding. Should high temperature occur, the thermal
switches shall open, stop the motor and activate an alarm. The stator shall also include one
PT-100 type temperature probe to provide for monitoring of the stator temperature.
I.
A lower bearing temperature sensor shall be provided for all pumps. The sensor shall
directly contact the outer race of the thrust bearing providing for accurate temperature
monitoring.
J.
Two leakage sensors shall be provided to detect water intrusion into the stator chamber
and junction chamber. A float leakage sensor, a small float switch, shall be used to detect
the presence of water in either the stator chamber or junction chamber. When activated,
the FLS will stop the motor and activate an alarm. Use of voltage sensitive solid state
sensors shall not be allowed.
2.04
A.
CONTROL PANEL
The control panel shall be supplied by the pump manufacturer, and installed at the locations
as shown on the drawings. The panel shall conform to the specification section shown
below, and in overall conformance with Section 16000 –Electrical General Provisions.
The control panel shall contain the manufacturer’s pump monitoring and status unit base
module. The manufacturer’s operator interface shall not be used. The output signal from
the unit shall be carried to the location as shown on the Drawings.
1.
Location: As shown on the drawings
2.
Quantity: One
3.
Mounting Style: Equipment Rack
4.
Rating: NEMA 4X
5.
Material: Stainless steel
6.
Supplied power: 120 V AC, single phase
7.
Size: As required to house unit
8.
Outputs: Form C for each function landed on a terminal strip for connection by the
electrical contractor
9.
Panel to be UL listed
O:41052-006S11130.DOC:03-22-10
11130-7
North Miami Beach
N.E. 172nd Street – Phase 2
PART 3 -- EXECUTION
3.01
A.
3.02
A.
3.03
A.
3.04
SPARE PARTS
The spare parts, which are identical and interchangeable with the original parts, shall be
furnished in clearly identifiable and labeled containers. The Contractor shall provide spare
parts as recommended by the manufacturer.
MANUFACTURER’S FIELD SERVICES
The services of a qualified manufacturer's technical representative shall be provided in
accordance with Section 11000 - Equipment General Provisions. For each series of pumps,
field services shall include the following site visits:
Service
Number of
Trips per
Pump Station
Total Number
of Trips for all
Pump Stations
1
Number of
Days per Trip
per Pump
Station
2
1
Total Number
of Days/Trip
per Pump
Station
2
Installation and Testing
Startup and Training
1
2
1
2
Services after Startup
1
2
1
2
Total
3
6
3
6
SHOP TESTING
Shop testing shall be in accordance with 1.03 Submittals.
EXAMINATION OF CONDITIONS
A.
Ensure site, equipment, tools, materials are ready and prepared in accordance with this
section, general Division 1 requirements, and Sections 11000, Equipment General
Provisions and 11190, Pumps, General.
B.
Provide adequate notice to manufacturer, CITY and Engineer, allowing arrangements to be
made for attendance.
C.
Provide field applied coatings as may be required in accordance with Sections 11000,
Equipment General Provisions and 11190, Pumps, General or manufacturer’s directions.
3.05
A.
3.06
INSTALLATION
Perform installation in accordance with manufacturer’s instructions.
ACCEPTANCE TESTING
A.
Perform required acceptance testing in the presence of manufacturer, CITY, and Engineer.
Record results and perform adjustments as may be required.
B.
In the event the equipment fails to pass acceptance testing, refer to Sections 11000 -
O:41052-006S11130.DOC:03-22-10
11130-8
North Miami Beach
N.E. 172nd Street – Phase 2
Equipment General Provisions and 11190 - Pumps, General.
- END OF SECTION -
O:41052-006S11130.DOC:03-22-10
11130-9
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 11190
PUMPS, GENERAL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall furnish, install, test, and make fully operational all pumping
equipment, complete with all necessary accessories, in compliance with the Contract
Documents.
B.
All pumping equipment shall be provided in accordance with the requirements of Section
11000, Equipment General Provisions.
C.
The provisions of this section shall apply to all pumps and pumping equipment specified
except where specifically noted otherwise in the Contract Documents.
D.
The pumps shall be provided complete with all accessories, shims, sheaves, couplings,
and other appurtenances as specified, and as may be required for a complete and
operating installation.
1.03
A.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Codes:
The Building Code, as referenced herein, shall be the South Florida Building Code
(SFBC), as specified in Section 01090 - Reference Standards.
ANSI/NFPA 70
B.
National Electric Code
Commercial Standards:
ANSI B16.1
Cast Iron Pipe Flanges and Flanged Fittings, Class 25,
125, 250 and 800.
ANSI B16.5
Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and
Other Special Alloys.
ANSI/ASME B31.1
Power Piping.
ANSI/ASME B73.1M
Specifications for Horizontal End Suction Centrifugal
Pumps for Chemical Process.
ANSI/ASME B73.2M
Specifications for Vertical In-Line Centrifugal Pumps for
Chemical Process.
ANSI/AWWA E101
Deep Well Vertical Turbine Pumps - Line Shaft and
Submersible Types.
O:41052-006S11190.doc:03-01-10
11190-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
1.04
A.
B.
ANSI/IEEE 112
Test Procedure for Polyphase Induction Motors and
Generators.
ANSI/IEEE 115
Test Procedure for Synchronous Machines.
ASTM A 48
Specification for Gray Iron Castings.
ASTM A 470
Specification for Vacuum-Treated Carbon and Alloy
Forgings for Turbine Rotors and Shafts.
ASTM A 536
Specification for Ductile Iron Castings.
ASTM E 448
Recommended Practice for Scleroscope Hardness Testing
of Metallic Materials.
ASTM B 62
Specification for Composition Bronze or Ounce Metal
Castings.
Hydraulic Institute
Standards for Centrifugal, Rotary, and Reciprocating
Pumps.
CONTRACTOR SUBMITTALS
Shop Drawings shall include the following information in addition to the requirements of
Section 01300, Submittals and Section 11000, Equipment General Provisions.
1.
Details of shaft sealing system
2.
Pump performance curves at rated speed and reduced speed (if reduced speeds
are specified). Curves shall indicate flow, head, efficiency, brake horsepower,
NPSH required, and minimum submergence. Curves shall include limits
(minimum and maximum flows) for stable operation without cavitation,
overheating, recirculation, or excessive vibration.
3.
General cutaway sections, materials, dimension of shaft projections, shaft and
keyway dimensions, shaft diameter, dimension between bearings, general
dimensions of pump, suction head bolt orientation, and anchor bolt locations and
forces.
4.
Foundry certificates and results of Brinnell hardness testing showing compliance
to ASTM A 532 (where required in the individual pump specifications).
5.
Submersible pump submittals shall also include:
a.
Product data sheets for power and control cables and length of cables.
b.
Details on pump guide rail system and mounting requirements.
Certification: The CONTRACTOR shall obtain written certification from the pump
manufacturer, stating that the equipment will efficiently and thoroughly perform the
required functions in accordance with these Specifications and as indicated on the
Drawings, CONTRACTOR shall have unit responsibility for coordination of all
O:41052-006S11190.doc:03-01-10
11190-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
equipment, including motors, variable speed drives, controls, and services required for
proper installation and operation of the completely assembled and installed pumps. The
CONTRACTOR shall submit all such certificates to the ENGINEER.
C.
O & M Manuals: Prior to start-up the CONTRACTOR shall furnish complete operations
and maintenance manuals in accordance with Section 01300 – Submittals.
D.
Spare Parts: The CONTRACTOR shall obtain from the pump manufacturer a list of
suggested spare parts of all items of each pump, motor, and drive, subject to wear, such
as seals, packing, gaskets, nuts, bolts, washers, wear rings, etc., as well as a set of
spare bearings. He shall furnish all these parts suitably packaged and labeled in a box
as described above for tools.
E.
Maintenance: Printed instructions relating to proper maintenance, including lubrication,
and parts lists indicating the various parts by name, number, and diagram where
necessary, shall be furnished in duplicate with each unit or set of identical units in each
pumping station. A recommended spare parts list shall be included.
F.
Field Procedures: Instructions for field procedures for erection, adjustments, inspection,
and testing shall be provided with the shop drawings.
1.05
QUALITY ASSURANCE
A.
Performance Curves: All centrifugal pumps shall have a continuously rising curve. In no
case shall the required horsepower at any point on the performance curve exceed the
rated horsepower of the motor or engine.
B.
Equipment Testing: The CONTRACTOR shall be responsible for the coordination of the
following tests of each pump, drive, and motor. Pump tests shall utilize the actual
motors and pump-motor bases to be furnished with the pumping equipment. Use of the
pump manufacturers standard test motors is not acceptable.
1.
General: Tests shall be performed in accordance with the Standards of the
Hydraulic Institute, Inc. Tests shall be performed on the actual assembled unit
from shut-off head condition to 25 percent above the required design capacity.
Prototype model tests will not be acceptable. Pump shop tests shall be made by
the manufacturer and certified curves shall be submitted prior to witnessed tests.
The shop tests shall consist of standard IEEE tests of motors, operation of the
pumps and motors installed on the actual pump and motor bases to be furnished
for proper balance of equipment and all other requirements as specified under this
section. Pumps motors and drives shall be factory witness-tested, as defined
herein. All electronic transducers, meters, gauges, and test instruments shall be
calibrated within 30 days prior to the scheduled test and certified calibration data
shall be provided. Differential pressure type flow meters, such as venturis are
preferred and shall have been calibrated, and its accuracy certified within the past
12 months. In case of failure of any unit to meet the test requirements, the
manufacturer shall make such alterations as are necessary, and the tests shall be
repeated without additional cost to the CITY until the equipment test is passed.
2.
Factory Tests of Motors: All motors of sizes 10 horsepower and larger, shall be
assembled, tested, and certified at the factory and the working clearances
O:41052-006S11190.doc:03-01-10
11190-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
checked to insure that all parts are properly fitted. The tests shall be in
accordance with ANSI/IEEE 112 and ANSI/IEEE 115 standards, including heat run
and efficiency tests. All computations shall be recorded and 12 certified and dated
copies of the test results shall be furnished to the ENGINEER.
3.
4.
1.06
A.
Field Tests: All pumping units shall be field tested after installation, in accordance
with the Contract Documents, to demonstrate satisfactory operation, without
causing excessive noise, vibration, cavitation, and overheating of the bearings.
The field testing shall be performed in the presence of an experienced field
representative of the manufacturer of each major item of equipment, who shall
supervise the following tasks and shall certify in writing that the equipment and
controls have been properly installed, aligned, lubricated, adjusted, and readied
for operation:
a.
Start-up, check, and operate the equipment over the entire speed range. The
vibration shall be within the amplitude limits recommended in the Hydraulic
Institute Standards and it shall be recorded at a minimum of 4 pumping
conditions defined by the ENGINEER.
b.
Pump performance shall be documented by obtaining concurrent readings,
showing motor voltage, amperage, pump suction head, and pump discharge
head, for at least 4 pumping conditions at each pump rpm. Each power lead
to the motor shall be checked for proper current balance.
c.
Bearing temperatures shall be determined by a contact-type thermometer. A
running time of at least 20 minutes shall be maintained for this test, unless
liquid volume available is insufficient for a complete test.
d.
Electrical and instrumentation testing shall conform to applicable sections of
these Specifications.
e.
The field testing shall be witnessed by the CITY or its representative. In the
event any of the pumping equipment fails to meet the above test
requirements, it shall be modified and retested in accordance with the
requirements of these Specifications. The CONTRACTOR shall then certify
in writing that the equipment has been satisfactorily tested, and that all final
adjustments thereto have been made. Certification shall include date of final
acceptance test, as well as a listing of all persons present during tests, and
resulting test data. The costs of all work performed in this Paragraph by
factory-trained representatives shall be borne by the CONTRACTOR.
Acceptance: In the event of failure of any pump to meet any of the above
requirements or efficiencies, the CONTRACTOR shall make all necessary
modifications, repairs, or replacements to conform to the requirements of the
Contract Documents and the pump shall be re-tested at no additional
compensation, until found satisfactory.
MANUFACTURER'S SERVICE REPRESENTATIVE
The services of the manufacturer's representative shall be provided for periods stated in
the following schedule:
O:41052-006S11190.doc:03-01-10
11190-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
Schedule 11190-1
Manufacturer's Service Representatives
Pump Type
Installation Trip,
Days
Operation Trip,
Days
Submersible Pumps
2
4
*During the operation trip the CONTRACTOR, through the manufacturer, shall
instruct CITY's personnel as specified in Section 11000 - Equipment General
Provisions and Division 1.
Any additional time required to achieve successful installation and operation shall be at
the expense of the CONTRACTOR. The manufacturer's representative shall sign in and
out at the office of the ENGINEER on each day he is at the project.
1.07
A.
1.08
A.
CLEANUP
After completion of the installation and testing, the CONTRACTOR shall remove all
debris from the site, clean all the pumping equipment and controls, and hand over his
work in perfect operating condition.
GUARANTEES, WARRANTIES
After completion, the CONTRACTOR shall furnish to the CITY the manufacturer's written
guarantees that the pumping equipment will operate with the published efficiencies,
heads, and flow ranges and meet these specifications. The CONTRACTOR shall also
furnish the manufacturer's warranties as published in its literature and as specified.
PART 2 -- PRODUCTS
2.01
GENERAL
A.
Wherever it is specified that a single Supplier shall be responsible for the compatible and
successful operation of the various components of any pumping equipment, it shall be
understood to mean that the CONTRACTOR shall furnish and install only such pumping
equipment as the designated single Supplier will certify is suitable for use with its
equipment and with the further understanding that this in no way constitutes a waiver of
any specified requirements.
B.
All manufactured items provided under this Section shall be new, of current
manufacture, and shall be the products of reputable manufacturers specializing in the
manufacture of such products; such manufacturers shall have had previous experience
in such manufacture and the CONTRACTOR shall, upon request of the ENGINEER,
furnish the names of not less than five (5) successful installations of the manufacturer's
equipment of comparable nature to that offered under this contract.
C.
All combinations of manufactured equipment which are provided under these
Specifications shall be entirely compatible, and the CONTRACTOR shall be responsible
for the compatible and successful operation of the various components of the units
conforming to specified requirements. Each unit of pumping equipment shall incorporate
all basic mechanisms, coupling, electric motor or engine drive and unit mounting. All
necessary mountings and appurtenances shall be included.
O:41052-006S11190.doc:03-01-10
11190-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
D.
2.02
A.
2.03
A.
Where 2 or more units of the same type and/or size of pumping equipment are required,
such units shall all be produced by the same manufacturer.
MATERIALS
All materials employed in the pumping equipment shall be suitable for the intended
application; material not specifically called for shall be high-grade, standard commercial
quality, free from all defects and imperfection that might affect the serviceability of the
product for the purpose for which it is intended, and shall conform to the following
requirements unless otherwise specified in individual pumping equipment specifications:
1.
Cast iron pump casings and bowls shall be of close-grained gray cast iron,
conforming to ASTM A 48, or equal.
2.
Bronze pump impellers shall conform to ASTM B 584.
3.
Stainless steel pump shafts shall be of Type 400, Series. Miscellaneous stainless
steel parts shall be of Type 304 except in septic environment where they shall be
Type 316.
4.
All anchor bolts, nuts and washers shall be type 316 stainless steel, unless
otherwise specified in individual pumping equipment specifications.
PUMP APPURTENANCES
Nameplates: Each pump shall be equipped with a stainless steel nameplate indicating
rated head and flow, pump size and type, impeller size, pump speed, and manufacturer's
name and model and serial number.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
General: Pumping equipment shall be installed in accordance with the manufacturer's
recommendations, acceptable procedures submitted with the shop drawings and as
indicated on the Drawings, unless otherwise accepted by the ENGINEER.
B.
Alignment: Equipment shall be field tested to verify proper alignment, operation as
specified, and freedom from binding, scraping, vibration, shaft runout, or other defects.
Pump drive shafts shall be measured just prior to assembly to ensure correct alignment
without forcing. Equipment shall be secure in position and neat in appearance.
Pumping equipment shall be installed and adjusted in such a manner that connecting
piping does not impose any strain whatsoever on any pump. Pumps shall be set so that
connecting flanges, screwed and flexible connections meet without strain or distortion.
C.
Lubricants: The installation work shall include furnishing the necessary oil and grease
for initial operation.
D.
Connections: All motors shall be connected to the conduit system by means of a short
section (18 inch minimum) of weatherproof flexible conduit, unless otherwise indicated.
O:41052-006S11190.doc:03-01-10
11190-6
North Miami Beach
nd
N.E. 172 Street – Phase 2
For connections for No. 6 AWG and smaller wire size, the CONTRACTOR shall furnish
flexible conduit with an acceptable grounding conductor inside the flexible section. For
connections of No. 4 AWG or larger wire size, the CONTRACTOR shall install a
grounding conduction in the conduit and terminate at the motor control center with an
acceptable grounding clamp.
3.02
PROTECTIVE COATING
A.
All exposed materials, except corrosion-resistant metals which have not been shop
painted, shall be field coated as specified in Section 09850 - Painting. Shop painted
items which suffered damage to the shop coating shall be touched up as specified in
Section 09850 - Painting.
B.
Gears, bearing surfaces, and other similar surfaces obviously not to be painted shall be
given a heavy shop coat of grease or other suitable rust-resistant coating. This coating
shall be maintained as necessary to prevent corrosion during periods of storage and
erection and shall be satisfactory to the ENGINEER up to the time of the final
acceptance.
- END OF SECTION -
O:41052-006S11190.doc:03-01-10
11190-7
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 11192
SEWAGE PUMPS
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
The CONTRACTOR shall install all supplies, materials, equipment and labor necessary
for the furnishing, installing, field testing, and placing into operation of the pumps and
pumping appurtenances, complete and operable, all in accordance with the
requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Equipment General Provisions.
B.
Pumps, General.
C.
Electrical General Provisions.
D.
Motors.
E.
Instrumentation.
PART 2 -- PRODUCTS
2.01
A.
SEWAGE PUMPS
General
1.
The pumps, electric motors and couplings shall be the standard product of a
manufacturer which has produced and sold such pumps, couplings and motors for
a period of at least 5 years for similar service.
2.
The pumping units shall be suitable for the design conditions stated herein and for
the allotted space shown on the Plans.
3.
Each pump station shall have two (2) pumps that are totally submersible,
electrically operated, capable of handling raw unscreened sewage. The design
shall be such that the pump unit will be automatically and firmly connected to the
discharge piping when lowered into place on its mating discharge connection which
is permanently installed in the wet well. For this purpose there shall be no need for
personnel to enter the wet well. The pump shall be so designed that it may be
lowered to or raised from its place in the wet well by chain or cable and accurately
guided by two pipe guide bars.
4.
Each pump shall meet the operating requirements outlined below. The motor at
the nameplate rating specified shall not overload anywhere along the entire
characteristic curve of the impeller. The pump design shall be such that the
impeller is attached directly to the motor shaft.
O:41052-006S11192.doc:03-01-10
11192-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
5.
Vibration shall not exceed 0.2 inches per second, velocity as measured by the
Standards of the Hydraulic Institute. Pump structure shall have a first natural
frequency at least twice the shaft maximum rotative speed.
6.
Each pump with its appurtenances and cable shall be capable of continuous
submersion under water without loss of water-tight integrity. Major parts such as
stator casing, oil casing, sliding bracket, volute and impeller shall be of cast iron.
All surfaces coming into contact with sewage shall be protected by a coating
resistant to sewage. All exposed bolts and nuts shall be Type 316 stainless steel.
7.
The pumps shall be Flygt Model 3152, 488 (6-inch volute) impeller for Palm Land
Pump Station, as required by these Specifications.
Operating Characteristics
Myrtle Grove No. 2
Pump Station
a.
No. of Units
2
b.
Rated Point, GPM at TDH, ft.
d.
Minimum Efficiency at Rated Point
55.5%
e.
Operating Range, TDH, ft.
70-80
f.
Min. Peak Efficiency thru Operating Range, %
g.
Motor Speed, rpm
h.
Motor Horsepower * (non-overloading)
15
i.
Max. Req'd NPSH, ft. *
N/A
j.
Min. Shut-off Head, ft.
110
k.
Connection Diameters; in.
360 @ 75
60
1,745
Suction
N/A
Discharge
6”
l.
Minimum solids passing; inch
m.
Fluid pumped
3”
Raw Sewage
*Along entire characteristic curve of impeller.
The above characteristics are for the impellers to be furnished and installed with
the pumps. Available impellers for future use shall be at least 1-inch diameter
large and smaller than necessary for the above conditions.
Regular
manufacturer's published data shall support the above.
B.
Pump Design
The pump shall be totally submersible, non-clogging, centrifugal, designed specifically for use
in municipal waste water applications, capable of handling raw unscreened sewage. There
shall be no need for personnel to enter the wet-well. The pump shall automatically connect
to the discharge elbow with a metal-to-metal watertight contact. The pump shall be guided
by no less than two (2) separate stainless steel guide rails. Sealing of the discharge interface
with a diaphragm, O-ring or profile gasket will not be acceptable. The pump shall not bear
directly on the floor of the wet well.
O:41052-006S11192.doc:03-01-10
11192-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
C.
Pump Construction
1.
The major pump components shall be ASTM A-48 Gray Iron Castings, Class 35B
cast iron, with smooth surfaces devoid of blow holes and other irregularities; of
sufficient strength, weight and metal thickness to insure long life, accurate
alignment and reliable operation. All exposed nuts and bolts shall be type 316
stainless steel. All surfaces coming into contact with sewage other than stainless
steel or brass shall be protected by a factory applied spray coating of acrylic
dispersion zinc phosphate primer with a polyester resin paint finish on the exterior
of the pump. The pump exterior shall be sprayed first with PVC epoxy primer and
then with chloric rubber paint finish. All remaining surfaces where watertight seal
is required shall be machined and fitted with nitril rubber "O" rings. Fittings shall
be such that the sealing is accomplished by metal-to-metal contact between the
machined surfaces. Critical mating surfaces where watertight sealing is required
shall be machined and fitted with Nitrile or Viton rubber O-rings. Fittings will be the
result of controlled compression of rubber O-rings in two planes and O-ring
contact of four sides without the requirement of a specific torque limit.
Rectangular cross-sectioned gaskets requiring specific torque limits to achieve
compression shall not be considered as adequate or equal. No secondary sealing
compounds, rectangular gaskets, elliptical "O" rings, grease or other devices shall
be used.
2.
The cable entry water seal shall be designed to preclude specific torque
requirements to insure a watertight and submersible seal. The cable entry shall
be comprised of a single cylindrical elastomer grommet flanked by washers, all
having a close tolerance fit against the cable outside diameter and the entry inside
diameter and compressed by the entry body containing a strain relief function
separate from the function of sealing the cable. The assembly shall bear against
the top shoulder of the pump.
3.
The cable entry junction chamber and motor shall be separated by a stator lead
sealing gland or terminal board, which shall isolate the motor interior from foreign
material gaining access through the pump top. Epoxies, silicones, or other
secondary sealing systems shall not be considered acceptable.
4.
The pump motor cable shall be suited for submersible pump applications with
Underwriters Laboratory approval permanently embossed on the cable. Cable
sizing shall conform to the National Electric Code Specifications for pump motors.
5.
The impeller shall be of grey cast iron, ASTM A-48, Class 35B, dynamically
balanced semi-open, multi-vane, back swept, screw-shaped, non-clog design.
The impeller leading edges shall be mechanically self-cleaned automatically upon
each rotation as they pass across a spiral groove located on the volute suction.
The screw-shaped leading edges of the impeller shall be hardened to Rc 45 and
shall be capable of handling solids, fibrous material, heavy sludge, and other
matter found in normal sewage applications. The impeller shall be of a single
vane or closed non-clogging design. The screw shape of the impeller inlet shall
provide an inducing effect for the handling of up to 5% sludge and rag-laden
wastewater. The impeller shall be capable of passing a minimum 3" solid sphere.
The volute shall be of single piece design and shall have smooth fluid passages,
large enough at all points to pass any size solid which can pass through the
O:41052-006S11192.doc:03-01-10
11192-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
impeller. The impeller to volute clearance shall be readily adjustable by the
means of a single trim screw. The impellers shall be locked to the shaft, held by
an impeller bolt and shall be coated with alkyd resin primer. A Wearing system
shall be installed to provide efficient sealing between the volute and impeller. Each
pump shall be equipped with a brass ring insert that is drive fitted to the volute
inlet.
This pump shall also have a stainless steel impeller wear ring heat-shrink fitted
onto the suction inlet of the impeller.
D.
Shaft
1.
The pump shaft shall be AISI Type 431 Stainless Steel.
2.
Each pump shall be provided with a positively driven dual, tandem mechanical
shaft seal system consisting of two seal sets, each having an independent spring.
The lower primary seal, located between the pump and seal chamber, shall
contain one stationary and one positively driven rotating corrosion resistant
tungsten-carbide ring. The upper secondary seal, located between the seal
chamber and the seal inspection chamber, shall contain one stationary and one
positively driven rotating corrosion resistant tungsten-carbide seal ring. All seal
rings shall be individual solid sintered rings. Each seal interface shall be held in
place by its own spring system. The seals shall not depend upon direction of
rotation for sealing. Mounting of the lower seal on the impeller hub is not
acceptable.
Shaft seals without positively driven rotating members or
conventional double mechanical seals containing either a common single or
double spring acting between the upper and lower seal faces are not acceptable.
The seal springs shall be isolated from the pumped media to prevent materials
from packing around them, limiting their performance.
2.
Each pump shall be provided with a lubricant chamber for the shaft sealing
system. Seals shall run in an oil reservoir. The lubricant chamber shall be
designed to prevent overfilling and shall provide capacity for lubricant expansion.
The seal lubricant chamber shall have one drain and one inspection plug that are
accessible from the exterior of the motor unit. The seal system shall not rely upon
the pumped media for lubrication.
3.
The area about the exterior of the lower mechanical seal in the cast iron housing
shall have cast in an integral concentric spiral groove. This groove shall protect
the seals by causing abrasive particulate entering the seal cavity to be forced out
away from the seal due to centrifugal action.
4.
A separate seal leakage chamber shall be provided so that any leakage that may
occur past the upper, secondary mechanical seal will be captured prior to entry
into the motor stator housing. Such seal leakage shall not contaminate the motor
lower bearing. The leakage chamber shall be equipped with a float type switch
that will signal if the chamber should reach 50% capacity.
5.
The integral pump/motor shaft shall rotate on two bearings. The motor bearings
shall be sealed and permanently grease lubricated with high temperature grease.
The upper motor bearing shall be a single ball type bearing to handle radial
O:41052-006S11192.doc:03-01-10
11192-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
loads. The lower bearing shall be a two row angular contact ball bearing to
handle the thrust and radial forces. The minimum L10 bearing life shall be
50,000 hours at any usable portion of the pump curve.
E.
Pump Motor
1.
The pump motor shall be NEMA B design, squirrel cage induction, shell type
design, housed in an air filled, watertight chamber, 230 volts, 3 phase, 60 Hertz,
1745 RPM, 1.15 S.F.,. The stator winding and stator leads shall be insulated with
moisture resistant Class H insulation rated for 180oC (356oF). The stator shall be
insulated by the trickle impregnation method using Class H monomer-free
polyester resin resulting in a winding fill factor of at least 95%. The motor shall be
inverter duty rated in accordance with NEMA MG1, Part 31. The stator shall be
heat-shrink fitted into the cast iron stator housing. The use of multiple step dip
and bake-type stator insulation process is not acceptable. The use of pins, bolts,
screws or other fastening devices used to locate or hold the stator and that
penetrate the stator housing are not acceptable. The motor shall be designed for
continuous duty while handling pumped media of up to 104°F. The motor shall be
capable of withstanding at least 15 evenly spaced starts per hour. The rotor bars
and short circuit rings shall be made of aluminum.
2.
Three thermal switches shall be embedded in the stator end coils, one per phase
winding, to monitor the stator temperature. These thermal switches shall be used
in conjunction with and supplemental to external motor overload protection and
shall be connected to the motor control panel. Should the thermal switches open,
the motor shall stop and activate an alarm. A float switch shall be installed in the
seal leakage chamber and will activate if leakage into the chamber reaches 50%
chamber capacity, signaling the need to schedule an inspection. The thermal
switches and float switch shall be connected to a Mini CAS control and status
monitoring unit. The Mini CAS unit shall be designed to be mounted in the pump
control panel
3.
Each unit shall be provided with an integral motor cooling system. A motor cooling
jacket shall encircle the stator housing, providing for dissipation of motor heat
regardless of the type of pump installation. An impeller, integral to the cooling
system and driven by the pump shaft, shall provide the necessary circulation of
the cooling liquid trough the jacket. The cooling liquid shall pass about the stator
housing in the closed loop system in turbulent flow providing for superior heat
transfer. The cooling system shall have one fill port and one drain port integral to
the cooling jacket. The cooling system shall provide for continuous pump
operation in liquid or ambient temperatures of up to 104°F (40°C). Operational
restrictions at temperatures below 104°F are not acceptable. Fans, blowers or
auxiliary cooling systems that are mounted external to the pump motor are not
acceptable.
PART 3 -- EXECUTION
3.01
A.
INSTALLATION
The CONTRACTOR shall install the pumps and appurtenances in accordance with the
manufacturer's instructions and recommendations. The Vendor shall furnish the
O:41052-006S11192.doc:03-01-10
11192-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
required oil and grease for initial operation. The grades of oil and grease shall be in
accordance with the manufacturer's recommendations.
B.
3.02
The CONTRACTOR shall install and adjust the pumps in such a manner that connecting
piping will not impose any strain whatever on any pump. Pump shall be set upon level,
fully grouted foundations so that connecting flanges, screwed connection, or flexible
connections will meet without strain or distortion.
PAINTING
A.
Before exposure to weather and prior to shop painting, all surfaces shall be thoroughly
cleaned, dry and free from all mill/scale, rust, grease, dirt and other foreign matter.
B.
All pumps and motors shall be shop primed, with a primer compatible with epoxy field
painting as specified herein.
C.
Gears, bearing surfaces and other similar surfaces obviously not to be painted, shall be
given a heavy shop-coat of grease or other suitable rust-resisting coating. This coating
shall be maintained as necessary to prevent corrosion during periods of storage and
erection and shall be satisfactory to the Engineer up to the time of final acceptance test.
D.
Surface Preparation - White Metal Blast Cleaning: Blast cleaning to "white" metal to
remove mill scale, rust, or other foreign matter by the use of abrasives propelled through
nozzles or other acceptable means as covered by SSPC-SP-6 (Steel Structures Painting
Council).
3.03
A.
1.
"White" metal is defined to mean a surface with a Grey-White, uniform metallic
color, slightly roughened to form a suitable anchor pattern. This surface shall be
free of all visible mill scale, rust, paint, oil, grease, chemicals, and/or other foreign
matter.
2.
General: Fabricated steel to be shop blasted primed with one coat of primer.
Primer shall be compatible with Epoxy coating system Amercoat No. 234. Finish
paint shall be applied in the field by Owner after final assembly and testing
3.
Drive Units: To be shop blasted primed with two coats of manufacture's standard
epoxy paint suitable for installation in a process waste wet well.
PUMP TESTS
The manufacturer shall perform the following inspections and tests on each pump before
shipment from the factory:
1.
Impeller, motor rating and electrical connections shall be checked for compliance
with customer's purchase order.
2.
Motor and cable insulation tests for moisture content or insulation defects shall be
made.
3.
Prior to submergence, the pump shall be run dry, to establish correct rotation and
mechanical integrity.
O:41052-006S11192.doc:03-01-10
11192-6
North Miami Beach
nd
N.E. 172 Street – Phase 2
4.
Pump shall be run for 30 minutes submerged a minimum of 6 feet underwater.
5.
After the operation tests, the insulation test is to be performed again. A written
report, signed by a professional ENGINEER, registered in the state where the
tests were performed, stating the foregoing steps have been satisfactorily
accomplished, shall be supplied with each pump at the time of shipment.
- END OF SECTION -
O:41052-006S11192.doc:03-01-10
11192-7
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 15000
PIPING, GENERAL
PART 1 -- GENERAL
1.01
A.
1.02
WORK INCLUDED
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.
Submittals
B.
Excavation and backfill for utilities
C.
Cast-in-place concrete.
D.
Metal Materials.
E.
Painting
1.03
A.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Commercial Standards:
ANSI B16.1
Cast Iron Pipe Flanges and Flanged Fittings, Class 125.
ANSI B16.5
Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and other
Special Alloys.
ANSI/AWS D1.1 Structural Welding Code.
1.04
A.
ASTM A 307
Specification for Carbon Steel Externally Threaded Standard
Fasteners.
ASTM A 325
Specification for High Strength Bolts for Structural Steel Joints.
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.
O:41052-006S15000.doc:02-24-10
15000-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
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:
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 above specified.
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.
D.
Certifications: 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 the Section
01300, "Submittals."
E.
All expenses incurred in making samples for certification of tests shall be borne by the
CONTRACTOR.
1.05
QUALITY ASSURANCE
A.
Tests: Except where otherwise specified, all materials used in the manufacture of the
pipe shall be tested in accordance with the applicable Specifications and Standards.
B.
Welding Requirements: 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, spigot and bell ring attachments, reinforcing plates and ring flange welds, and
plates for lug connections.
C.
Welder Qualifications: 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
O:41052-006S15000.doc:02-24-10
15000-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
1.06
A.
1.07
A.
1.08
A.
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 Owner.
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 and furnished as specified herein.
B.
Pipe Supports: All pipes shall be adequately supported as shown.
C.
Lining: 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.
D.
Coating: 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 the Section 09850, "Painting."
E.
Pressure Rating: All piping systems shall be designed for the maximum expected
pressure.
2.02
A.
PIPE FLANGES
Flanges: Where the design pressure is 125 psi or less, flanges shall conform to either
ANSI/AWWA C115/A21.15 Class D or ANSI B16.1 125-lb class. Where the design
pressure is greater than 150 psi, up to a maximum of 250 psi, flanges shall conform to
either ANSI/AWWA C115/21.15 or ANSI B16.1 250-lb class. Flanges shall have flat
faces and shall be attached with bolt holes straddling the vertical axis of the pipe unless
O:41052-006S15000.doc:02-24-10
15000-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
B.
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.
C.
Flange Coating: 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.
D.
Flange Bolts: 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 and shall be in accordance with ASTM A 307, Grade A, with hex nuts. 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 "Miscellaneous Metalwork."
E.
Flange Gaskets: 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.
F.
Flange Gasket Suppliers, or equal:
2.03
1.
John Crane
2.
Garlock
MECHANICAL-TYPE COUPLINGS (GROOVED OR BANDED PIPE)
A.
General: Mechanical-type couplings shall be provided where shown.
submerged couplings shall have Type 316 stainless steel bolts and nuts.
B.
Suppliers for Steel Pipe Couplings, or equal:
1.
Victaulic Style 41 or 44 (banded).
2.
Victaulic Style 77 or 07 (grooved).
3.
Gustin-Bacon (banded or grooved).
Buried or
Note: Steel pipe couplings shall be furnished with grade E rubber gaskets.
C.
Suppliers for Ductile Iron Pipe Couplings, or equal:
1.
Victaulic Style 31.
2.
Gustin-Bacon.
Note: Ductile iron pipe couplings shall be furnished with grade M flush seal gaskets.
D.
Suppliers for PVC Pipe Couplings, or equal:
O:41052-006S15000.doc:02-24-10
15000-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
1.
Victaulic Style 775.
2.
Gustin-Bacon.
Note: PVC pipe couplings shall be furnished with grade E gaskets and radius cut or
standard roll grooved pipe ends.
2.04
SLEEVE-TYPE COUPLINGS
A.
Construction: Sleeve-type couplings shall be provided where shown, 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 coldexpanded 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 entitled "Metal Materials."
B.
Pipe Preparation: The ends of the pipe, where specified or shown, shall be prepared for
sleeve-type couplings. Plain ends for use with couplings shall be smooth and round for
a distance of 12-inches from the ends of the pipe, with outside diameter not more than
1/64-inch smaller than the nominal outside diameter of the pipe. The middle ring shall
be tested by cold-expanding a minimum of one percent beyond the yield point, to prooftest the weld to the strength of the parent metal. The weld of the middle ring shall be
subjected to an air test for porosity.
C.
Gaskets: Gaskets for sleeve-type 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:
1.
Color - Jet Black.
2.
Surface - Nonblooming.
3.
Durometer Hardness - 74 + 5.
4.
Tensile Strength - 1000 psi Minimum.
5.
Elongation - 175 percent Minimum.
D.
The gaskets shall be immune to attack by the material which is being transported. All
gaskets shall meet the requirements of ASTM D 2000, AA709Z, meeting Suffix B13
Grade 3, except as noted above.
E.
Insulating Couplings: Where insulating couplings are required, both ends of the coupling
shall have a wedge-shaped gasket which assembles over a rubber sleeve of an
insulating compound in order to obtain insulation of all coupling metal parts from the
pipe.
O:41052-006S15000.doc:02-24-10
15000-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
F.
Restrained Joints: Where harnesses are required for sleeve-type couplings, they shall
be in accordance with the requirements of the appropriate reference standard, or as
shown.
G.
Supplier, or equal:
2.05
1.
Rockwell (Smith-Blair), Style 411.
2.
Dresser, Style 38.
3.
Ford Meter Box Co., Inc., Style FC1 or FC3.
REINFORCED FLEXIBLE PIPE COUPLING
A.
Reinforced flexible piping couplings shall be as manufactured by Mercer Rubber
Company, General Rubber Co., Metraflex or equal.
B.
The coupling shall be rated for a working pressure of 150 psig and shall be constructed
of Kevlar reinforcing and natural rubber elastomer rated for a maximum temperature of
180o F. A hypalon coating shall be applied to the exterior of the elastomer.
C.
All couplings shall have integrally molded flanges with split and beveled galvanized steel
retaining rings. Galvanized steel washers shall be provided at the point where the rings
are split. Bolt holes and bolt circle patterns shall conform to the mating flange patterns
as specified in the piping paragraphs. Coupling lengths shall be manufacturer's
standard, subject to ENGINEER's review and acceptance.
D.
Control units shall be 316 stainless steel and shall be provided and installed with all
flexible pipe couplings. The control unit shall be supplied by the coupling manufacturer.
2.06
A.
2.07
PIPE INSULATION
Hot and cold liquid piping, flues and engine exhaust piping shall be insulated.
unprotected hot piping shall be within reach of operating personnel or others.
No
LINK SEAL
A.
The pipe to wall penetration closures shall be “Link-Seal” as manufactured by
Thunderline Corporation – Wayne, Michigan 48184 or equal. Contractor shall contact
Thunderline Corporation for the adequate model number and number of seals.
B.
Seals shall be modular mechanical type consisting of the annular space between the
pipe and wall opening. Links shall be loosely assembled with bolts to form a continuous
rubber belt around the pipe with a pressure plate under each bolt head and nut. After
the seal assembly is positioned in the sleeve, tightening of the bolts shall cause the
rubber sealing elements to expand and provide an absolutely water-tight seal between
the pipe and wall opening.
C.
The seal shall be constructed so as to provide electrical insulation between the pipe and
wall, thus reducing chances of cathodic reaction between these two members.
D.
The CONTRACTOR shall determine the required inside diameter of each individual wall
O:41052-006S15000.doc:02-24-10
15000-6
North Miami Beach
nd
N.E. 172 Street – Phase 2
opening or sleeve before ordering, fabricating or installing. The inside diameter of each
wall opening shall be sized as recommended by the manufacturer to fit the pipe and
Link-Seal to assure a water-tight joint. Sizing (correct Link-Seal model and number of
links per seal) may be obtained through manufacturer’s catalog. If pipe O.D. is nonstandard due to coating insulation etc. consult Thunderline’s factory for engineering
assistance and recommendation before proceeding with wall opening detail.
E.
The CONTRACTOR shall familiarize his installing personnel with Link-Seal instruction
bulletin (packed with each carton) which illustrates the proper procedure for installing
and tightening the seal to provide a water-tight pipe penetration.
PART 3 -- EXECUTION
3.01
GENERAL
A.
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 workmanlike 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.
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 be
responsible for the proper location of the pipes and appurtenances during the
construction of and renovation of the tanks and structures.
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 pipe lines 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
O:41052-006S15000.doc:02-24-10
15000-7
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
3.03
All mechanical joint pipe shall be laid with 1/8-inch space between the spigot and
shoulder of pocket.
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 his expense.
B.
The CONTRACTOR shall perform all earthwork including excavation, backfill, bedding,
compaction, sheeting, shoring and bracing, dewatering and grading in accordance with
the Section 02222, "Excavation and Backfill for Utilities".
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 work day 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.
All underground piping shall be properly blocked at all fittings where the pipeline
changes direction, changes size, or ends, using concrete thrust blocks. Concrete thrust
blocks shall be sized so as to give bearing against undisturbed earth sufficient to absorb
the thrust from line pressure, allowing an earth bearing of 200 pounds per square foot
per foot of depth below finish grade to a maximum of 2,000 pounds per square foot.
(Earth bearing values may be increased, if clearly substantiated by a soils analysis.)
The line pressure shall be the product of the nominal cross sectional area of the pipe
and the maximum internal pressure anticipated for each type of pipe. The concrete shall
be placed, unless shown otherwise on the Drawings so that the pipe joints and fittings
O:41052-006S15000.doc:02-24-10
15000-8
North Miami Beach
nd
N.E. 172 Street – Phase 2
will be acceptable. All underground restrained unrestrained joint piping and fittings shall
be provided with concrete thrust blocks unless otherwise accepted by the ENGINEER.
Whenever new tees or elbows are connected to existing pipelines, a concrete thrust
block shall be installed, subject to ENGINEER acceptance.
3.04
A.
3.05
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.
WELDED JOINTS
A.
Welded joints shall be shop fabricated in accordance with the standards and
specifications contained herein.
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 City
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 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 pie 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.
O:41052-006S15000.doc:02-24-10
15000-9
North Miami Beach
nd
N.E. 172 Street – Phase 2
B.
3.07
A.
3.08
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.
SOLVENT CEMENTED JOINTS
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.
THRUST RESTRAINT
A.
Pipe anchors shall be spaced to divide pipe into sections. Anchors shall be located at
valves, changes in direction of piping, and major branch connections. Anchors shall be
of a type recommended by the pipe manufacturer and accepted by the ENGINEER.
B.
On all piping, where sleeve type couplings and flanged adapters are located near fittings
or valves, tie rods shall span across the coupling as specified herein to restrain
movements of the pipe along its axial direction. Such restraints can be deleted if both
ends of the pipe are anchored in a concrete structure with no fitting or valve occurring
within the span length, in the suction piping to a pump where the coupling is between the
pump and valve, or when the water pressure measured at the crown of the pipe is less
than five feet.
C.
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.
D.
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
preventing any linear or angular movement resulting in the pipe separating from the
coupling or misalignment in the joint.
E.
Where expansion joints are used, control units shall be provided. All tie rods and control
units shall be installed in accordance with to the manufacturer's recommended
procedures.
F.
All buried tie rods and associated hardware shall be 316 stainless steel.
G.
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.
H.
Harnesses for ductile iron pipe shall be as shown on the Drawings.
- END OF SECTION -
O:41052-006S15000.doc:02-24-10
15000-10
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 15002
REINFORCED CONCRETE PIPE
PART 1 -- GENERAL
1.01
A.
THE REQUIREMENT
Reference Section 15000, Piping, General.
PART 2 -- PRODUCTS
2.01
CONCRETE CULVERT AND DRAIN PIPE
A.
All reinforced concrete culvert and drain pipe shall be manufactured in accordance with
ASTM C76, Wall Type B or C, and shall be of the class that equals or exceeds the pipe
class as specified herein or as shown on the Contract Drawings. Minimum pipe laying
lengths shall be four (4) feet. Portland cement shall conform to ASTM C150, Type II.
B.
Joints for the reinforced concrete culvert and drain pipe shall have bell and spigot ends with
flexible plastic gaskets meeting the requirements of AASHTO M198, Type B.
C.
All pipe shall be aged at the manufacturing plant for at least fourteen (14) days before
delivery to the job site.
PART 3 -- EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S15002.DOC:02-24-10
15002-1
North Miami Beach
N.E. 172nd Street – Phase 2
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.
Piping, General.
B.
Submittals.
C.
Painting.
D.
Valves, General
1.03
A.
1.04
A.
REFERENCED SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards:
ANSI/AWWA C110/A21.10
Ductile-iron and Gray-Iron Fittings 3-in. Through
48-in. for Water and Other Liquids
ANSI/AWWA C111/A21.11
Rubber-Gasket Joints for Ductile-Iron and GrayIron Pressure Pipe and Fittings
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 Ductile-Iron
Appurtenances
Water
Mains
and
SUBMITTALS
Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings
in accordance with the requirements in the Sections 15000, "Piping, General" and
Section 01300, "Submittals".
PART 2 -- PRODUCTS
2.01
A.
GENERAL
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
O:41052-006S15006.doc:03-22-10
15006-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
sixty-four inches in diameter. Working pressure for the pipe shall be 250 psi.
B.
C.
D.
Wall Thickness:
1.
Buried push-on, mechanical, and restrained joint pipe shall have a wall thickness
class equal to or greater than the specified working pressure.
2.
All flanged pipe shall have a wall thickness class in accordance ANSI A21.15
(AWWA C115) and be rated at 250 psi working pressure.
Joints
1.
Ductile iron pipe above grade shall be flanged. All ductile iron pipe below grade
shall have thrust restrained mechanical joints.
2.
Mechanical and push-on type joints shall be in accordance with ANSI A21.11
(AWWA C 111).
3.
Flanges for flanged pipe shall be in accordance with ANSI A21.15 (AWWA
C115), shall be ductile iron, shall be manufactured in the United States, 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.
4.
No raised face flanges shall be used. The raised faces shall be milled flat.
5.
Flange gaskets shall be full face neoprene rubber.
6.
Restrained joints for pipe to sixty-four inch nominal pipe size shall be FLEXRING, LOK-RING, or LOK-FAST joints manufactured by American Cast Iron Pipe
Co., TR-FLEX joints by U.S. Pipe and Foundry Company, or approved equal.
Restrained joints on fittings shall be retainer gland mechanical joints, or the
fittings may be specifically arranged for joining with restrained joint pipe.
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.
O:41052-006S15006.doc:03-22-10
15006-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
Coatings and Linings for Pipe and Fittings
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.
The interior of all ductile iron pipe and fittings shall be lined with a cement lining
in accordance with ANSI/AWWA C104/A21.4.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
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.
B.
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.
C.
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 workmen 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.
D.
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
workmen 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.
E.
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.
F.
Cutting of the ductile iron pipe for inserting valves, fittings, etc., shall be done by the
CONTRACTOR in a neat and workmanlike 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
O:41052-006S15006.doc:03-22-10
15006-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
heavy file or grinder to remove all sharp edges.
G.
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.
H.
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.
I.
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.
J.
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.
- END OF SECTION -
O:41052-006S15006.doc:03-22-10
15006-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 15009
N-12 HP PIPE
PART 1 -- GENERAL
1.01
A.
1.02
WORK INCLUDED
The CONTRACTOR shall furnish and install N-12 HP pipe and all appurtenant Work,
complete in place, all in accordance with the requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
A.
Piping, General.
B.
Submittals.
1.03
A.
1.04
A.
REFERENCED SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards:
ASTM D2321
Standard Practice for Underground Installation of
Thermoplastic Pipe for Sewers and Other GravityFlow Applications
ASTM D2412
Standard Test Method for Determination of External
Loading Characteristics of Plastic Pipe by ParallelPlate Loading
ASTM D3212
Standard Specification for Joints for Drain and
Sewer Plastic Pipes Using Flexible Elastomeric
Seals
ASTM D4101
Standard Specification for Polypropylene Injection
and Extrusion Materials
ASTM F477
Standard Specification for Elastomeric
(Gaskets) for Joining Plastic Pipe
ASTM F2487
Standard Practice for Infiltration and Exfiltration
Acceptance Testing of Installed Corrugated High
Density Polyethylene Pipelines
Seals
SUBMITTALS
Shop Drawings: The CONTRACTOR shall submit Shop Drawings of pipe and fittings in
accordance with the requirements in the Sections 15000, "Piping, General" and
Section 01300, "Submittals".
O:41052-006S15009.doc:03-01-10
15009-1
North Miami Beach
nd
N.E. 172 Street
PART 2 -- PRODUCTS
2.01
GENERAL
A.
Pipe shall have a smooth interior and annular exterior corrugations (air chamber) as
manufactured by ADS, Inc. or equal. Pipe shall have a minimum stiffness of 46 pii
when tested in accordance with ASTM D2412. Virgin material for pipe and fitting
production shall be impact modified copolymer polypropylene conforming to the
requirements of ASTM D4101.
B.
Joints
C.
1.
Pipe shall be joined with the N-12 gasketed integral bell & spigot joint.
2.
12- inch through 30-inch (300 to 750 mm) shall be watertight according to the
requirements of ASTM D3212. Spigot shall have two o-ring gaskets meeting the
requirements of ASTM F477. Gaskets shall be installed by the pipe manufacturer
and covered with a removable, protective wrap to ensure the gaskets are free
from debris. A joint lubricant available from the manufacturer shall be used on the
gasket and bell during assembly.
Fittings
1.
Bell and spigot shall utilize a spun-on, welded or integral bell and spigot with
gaskets meeting ASTM F477. Fitting joints shall meet the watertight joint
performance requirements of ASTM D3212.
PART 3 -- EXECUTION
3.01
A.
3.02
A.
INSTALLATION
Installation shall be in accordance with ASTM D 2321 and manufacturers
recommended installation guides. Backfill for minimum cover situations shall consist of
Class 1, Class 2 (minimum 90% SDP) or Class 3 (minimum 95%) material. Maximum
fill heights depend on embedment material and compaction level.
FIELD PERFORMANCE TEST
To assure watertightness, field performance verification may be accomplished by
testing in accordance with ASTM F2487. Appropriate safety precautions must be used
when field testing any pipe material.
- END OF SECTION -
O:41052-006S15009.doc:03-01-10
15009-2
North Miami Beach
nd
N.E. 172 Street
SECTION 15010
MILL PIPING, EXPOSED AND BURIED
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
1.04
A.
THE REQUIREMENT
The CONTRACTOR shall furnish and install all exposed and buried mill piping as shown
and specified, complete, including small steel pipe, copper tubing, solvent-welded PVC
pipe, fittings, gaskets, bolts, insulating connections, and such other specialties as
required for a complete and operable piping system in accordance with the requirements
of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
Piping, General.
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards:
ANSI/ASME B16.3
Malleable Iron Threaded Fittings, Classes 150 and
300.
ANSI/ASME B16.4
Cast Iron Threaded Fittings, Class 125 and 250.
ANSI B16.12
Cast Iron Threaded Drainage Fittings.
ANSI B16.22
Wrought Copper and Copper Alloy Solder Joint
Pressure Fittings.
ANSI/NFPA 70
National Electric Code.
ASTM A 53
Specification for Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated Welded and Seamless.
ASTM A 120
Specification for Pipe, Steel, Black and Hot-Dipped
Zinc-Coated (galvanized) Welded and Seamless,
for Ordinary Uses.
ASTM B 88
Specifications for Seamless Copper Water Tube.
ASTM D 1785
Specification for Poly (Vinyl Chloride) (PVC) Plastic
Pipe, Schedules 40, 80, and 120.
SUBMITTALS
For the materials and equipment items supplied under the provisions of this Section, the
CONTRACTOR shall submit copies of the manufacturer's product specifications and
performance details according to the requirements of Section 01300, "Submittals."
O:41052-006S15010.doc:3-01-10
15010-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
PART 2 -- PRODUCTS
2.01
A.
2.02
A.
2.03
A.
2.04
A.
2.05
A.
2.06
A.
2.07
A.
SMALL GALVANIZED AND BLACK STEEL PIPE
Unless otherwise specified, galvanized steel pipe and black steel pipe in sizes 6-inches
in diameter and smaller shall conform to the requirements of ASTM A 53 or ASTM A 120
as shown, and shall be Schedule 40 or 80. Galvanized steel pipe shall not be cement
mortar lined unless otherwise shown. Fittings for galvanized steel pipe shall be of
galvanized malleable iron, with NPT or grooved ends. Black pipe may have welded
joints, with standard or extra strong welding fittings, or fittings called out on the
Drawings.
COPPER TUBING
Copper tubing shall conform to the requirements of ASTM B 88 and shall be Type K, soft
temper for buried tubing and hard-drawn for above-ground application. Fittings shall be
soldered or sweated on and shall be of wrought copper to ANSI B16.22. Soldered joints
shall contain 95-percent tin and 5-percent antimony. No solders or fluxes containing
more than 0.2 percent of lead shall be used.
PVC (POLYVINYL CHLORIDE) PRESSURE PIPE, SOLVENT-WELDED
PVC pipe in sizes 3 1/2-inches in diameter and smaller shall be made from all new rigid
unplasticized polyvinyl chloride and shall be Normal Impact Class 12454-B, Schedule
80, to conform to ASTM D 1785, unless otherwise shown. Elbows and tees shall be of
the same material as the pipe. Unless otherwise shown, joint design shall be for
solvent-welded construction.
MECHANICAL-TYPE COUPLINGS (GROOVED OR BANDED PIPE)
Mechanical-type couplings shall be furnished and installed in accordance with the
requirements of Section entitled "Piping, General."
SLEEVE-TYPE COUPLINGS
Sleeve-type couplings shall be furnished and installed in accordance with the
requirements of Section 15000, "Piping, General."
GASKETS AND BOLTS
Except as otherwise provided, gaskets for flanged joints shall be in accordance with the
requirements of Section 15000, "Piping, General."
INSULATING CONNECTIONS
General: Insulating bushings, unions, couplings or flanges, as appropriate, shall be
used for joining pipes of dissimilar metals, and for piping systems where corrosion
control and cathodic protection are involved, in accordance with the requirements of
Section 15000, "Piping, General."
O:41052-006S15010.doc:3-01-10
15010-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
B.
2.08
A.
2.09
A.
Material: Insulating connections shall be of nylon, Teflon, poly-carbonate, polyethylene
or other non-conductive materials, and shall have ratings and properties to suit the
service and loading conditions.
PIPE SUPPORTS
Pipe Supports, hangers, anchors, and guides shall be as shown.
STAINLESS STEEL PIPE
Unless otherwise shown, stainless steel pipe shall be Type 316 Schedule 40 threaded
pipe conforming to ASTM A 312 with stainless steel threaded fittings, or with stainless
steel welded fittings. Where shown, lightweight stainless steel pipe shall be Type 316
Schedule 10 pipe to ASTM A 312, with stainless steel welding fittings, or fittings as
shown.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
Small Steel Pipe: Buried galvanized or black steel pipe shall be coated as specified in
Section 09850, "Painting" or provided with an extruded high density polyethylene coating
with minimum thickness of 35 mils.
B.
Plastic Pipe: PVC, CPVC, and FRP pipe joints shall be solvent-welded in accordance
with the manufacturer's instructions. Expansion joints or pipe bends shall be provided to
absorb pipe expansion over a temperature range of 100 degrees F, unless otherwise
shown. Care shall be taken to provide sufficient supports, anchors, and guides, to avoid
stress on the piping. The CONTRACTOR shall obtain the services of the pipe supplier,
to instruct the pipe fitters in the correct way of making solvent welded joints. Only clean,
fresh solvent shall be used at any time.
C.
Drain Traps: Drain traps shall be installed at low points in air and gas lines or elsewhere
where shown. Liquid outlets shall be piped to the nearest floor drain or open sump.
D.
Couplings: Pipe couplings shall be installed in strict accordance with the manufacturer's
printed recommendations, using the correct style coupling and gasket for any given
application.
E.
Gaskets for Flanged Joints: Gaskets shall be in accordance with the requirements of
Section 15000, "Piping, General."
F.
Insulating Connections: All insulating connections shall be installed in accordance with
manufacturer's printed instructions. Care shall be exercised to prevent damage to
insulating fittings, while making up the joints.
- END OF SECTION -
O:41052-006S15010.doc:3-01-10
15010-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 15100
VALVES, GENERAL
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
The Contractor shall provide all tools, supplies, materials, equipment, and labor necessary
for furnishing, epoxy coating, installing, adjusting, and testing of all valves and appurtenant
work, complete and operable, in accordance with the requirements of the Contract
Documents. Where buried valves are shown, the Contractor shall furnish and install valve
boxes to grade, with covers, extensions, and position indicators.
B.
The provisions of this Section shall apply to all valves and valve operators specified in the
various Sections of these Specifications except where otherwise specified in the Contract
Documents. Valves and operators in particular locations may require a combination of
units, sensors, limit switches, and controls specified in other sections of these
Specifications.
1.02
A.
1.03
A.
RELATED WORK SPECIFIED ELSEWHERE
Section 15000 - Piping, General
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Codes
1.
B.
All codes, as referenced herein, are specified in Section 01090 - Reference
Standards.
Commercial Standards
1.
ANSI B16.1
Cast Iron Pipe Flanges and Flanged Fittings, Class 25, 125,
250, and 800.
2.
ANSI B16.5
Pipe Flanges and Flanged Fittings, Steel Nickel Alloy and
Other Special Alloys.
3.
ANSI/ASME Bl.20.1
General Purpose Pipe Threads (Inch).
4.
ANSI/ASME B31.1
Power Piping.
5.
ASTM A36
Specification for Structural Steel.
6.
ASTM A48
Specification for Gray Iron Castings.
7.
ASTM A126
Specification for Gray Iron Castings for Valves, Flanges, and
Pipe Fittings.
O:41052-006S15100.doc:03-01-10
15100-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.04
8.
9.
ASTM A536
ASTM B61
Specification for Ductile Iron Castings.
Specification for Steam or Valve Bronze Castings.
10.
ASTM B62
Specification for Composition Bronze or Ounce Metal
Castings.
11.
ASTM B148
Specification for Aluminum-Bronze Castings.
12.
ASTM B584
Specification for Copper Alloy Sand Castings for General
Applications.
13.
ANSI/AWWA C500
Gate Valves for Water and Sewerage Systems.
14.
ANSI/AWWA C504
Rubber-Seated Butterfly Valves.
15.
AWWA C508
Swing-Check Valves for Waterworks Service, 2 Inches
Through 24 Inches NPS.
16.
ANSI/AWWA C509
Resilient-Seated Gate Valves, 3 Through 12 NPS, for Water
and Sewage Systems.
17.
AWWA C550
Protective Interior Coatings for Valves and Hydrants.
SUBMITTALS
A.
Shop drawings of all valves and operators including associated wiring diagrams and
electrical data, shall be furnished as specified in the Section 01300 - Submittals.
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 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.
Listing of all lubricants required for the equipment.
5.
Spare parts and special tools.
C.
The Contractor shall obtain from the manufacturer and submit to the CITY copies of the
results of all certified shop tests.
D.
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.
E.
Operation and Maintenance Manuals
O:41052-006S15100.doc:03-01-10
15100-2
North Miami Beach
N.E. 172nd Street – Phase 2
1.
1.05
A.
The Contractor shall submit operation and maintenance manuals in accordance with
the procedures and requirements set forth in the General Conditions and Division 1.
TOOLS, SUPPLIES AND SPARE PARTS
The Contractor shall obtain from the equipment manufacturer and submit to the CITY the
following spare parts lists in accordance with the procedures and requirements set forth in
the General Conditions and Division 1.
1.
A complete list of parts and supplies with source of supply.
2.
A list of parts and supplies that are either normally furnished at no extra costs with the
purchase of the valve as specified herein to be furnished as part of the Contract.
(This list shall be submitted as part of the shop drawing submission).
B.
Parts shall be completely identified with a numerical system to facilitate parts inventory
control and stocking. Each part shall be properly identified by a separate number. Those
parts which are identical for more than one size shall have the same parts number.
C.
The Contractor shall also compile from the shop drawing submittals and furnish a
comprehensive list of all special tools required for the equipment.
1.06
QUALITY ASSURANCE
A.
Unless otherwise specified, each valve body shall be tested under a test pressure equal to
twice its design water-working pressure.
B.
Unless otherwise specified, all interior bronze parts of valves shall conform to the
requirements of ASTM B62, or, where not subject to dezincification, to ASTM B584.
PART 2 -- PRODUCTS
2.01
GENERAL REQUIREMENTS
A.
The Contractor shall furnish all valves, gates, valve-operating units, stem extensions, and
other accessories as shown on the Drawings or as specified herein. All valves and gates
shall be new and of current manufacture.
B.
All shut-off valves, 6-inch and larger, shall have operators with position indicators. Where
buried, these valves shall be provided with valve boxes and covers containing position
indicators, and valve extensions.
C.
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.
D.
Cast iron parts of valves shall meet the requirements of ASTM A126, "Standard
Specifications for Grey Iron Castings for Valves, Flanges and Pipe Fittings, Class 'B'."
O:41052-006S15100.doc:03-01-10
15100-3
North Miami Beach
N.E. 172nd Street – Phase 2
E.
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, the
material shall be the recognized acceptable standard for that particular application.
F.
The flanges of valves shall be in accordance with Section 15000 - Piping, General.
G.
Where subject to dezincification, gate valve stems shall be of bronze to ASTM B62,
containing not more than 5 percent of zinc nor more than 2 percent of aluminum. Where
dezincification is not a problem, bronze to ASTM B584 may be used. Valve stems shall
have a minimum tensile strength of 60,000 psi, a minimum yield strength of 40,000 psi, and
an elongation of at least 10 percent in 2 inches, as determined by a test coupon poured
from the same ladle from which the valve stems to be furnished are poured.
H.
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 plastic or 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 CITY.
I.
All valves which are dead ends for active pipelines shall be provided with blind flanges or
plugs to prevent leakage
2.02
BURIED VALVES
A.
Buried service valves shall have mechanical joint pipe ends.
B.
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. Valve boxes shall be as specified elsewhere in
this section.
C.
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 shaft extension from the valve
or valve operator to finish grade or deck level, a 2-inch square AWWA operating nut, and
cover or box and cover, as may be required.
2.03
A.
OPERATORS, GENERAL
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
CITY prior to installation. If this requirement is not met, changes to orientation shall be
made at no additional cost.
O:41052-006S15100.doc:03-01-10
15100-4
North Miami Beach
N.E. 172nd Street – Phase 2
B.
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,
electric 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.
C.
All manual operators shall have levers or handwheels, unless otherwise shown. Where
buried, the valves shall have extensions with square nuts or floor stands. Valves mounted
higher than 6 feet above floor or operating level shall have chain operators. Chains shall
extend to within three (3) feet from operating floor. Unless otherwise shown or specified,
valves of sizes 4-inch and larger shall have gear-assisted operators. Valves over five (5)
feet to center line shall be rolled toward the operating side to make the handwheel or
wrench more accessible.
D.
Operation of valves and gates shall be designed so that the effort required to operate the
handwheel, lever or chain shall not exceed 40 pounds applied at the extremity of the wheel
or lever. The handwheels on valves 14 inches and smaller shall not be less than 8 inches in
diameter, and on valves larger than 14 inches the handwheel shall not be less than 12
inches in diameter.
2.04
VALVE BOXES
A.
Valve boxes shall be of the adjustable telescope type (adjustable to 6-inches up or down
from the nominal required cover of the pipe), cast iron, and suitable to withstand heavy
traffic loads. Valve boxes shall be three-piece, Tyler series 6860 with a #6 base section,
and the cover shall have the word "WATER" cast thereon. Minimum shaft diameter shall be
5-1/4 inch and minimum metal thickness shall be 3/16-inch. Boxes shall be coated with a
bitumastic coating.
B.
Valves shall be provided with extension stems to bring the operating nut to within 18-inches
of the finished grade. Two (2) operating "T" wrenches suitable for use with the AWWA
operating nut shall be provided.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
All valves, gates, operating units, stem extensions, valve boxes, and accessories shall be
installed in accordance with the manufacturer's written instructions and as shown and
specified.
B.
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.
C.
Valve boxes shall be installed on firmly compacted material at a level approximately equal to
the elevation of the valve packing plate. No contact between the valve and the box shall be
O:41052-006S15100.doc:03-01-10
15100-5
North Miami Beach
N.E. 172nd Street – Phase 2
D.
3.02
A.
3.03
permitted. For plug valves, the positioner on the operating mechanism shall be kept free of
rocks, debris, etc.
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.
PAINTING AND COATINGS
The exterior and interior of all valves shall be coated and lined as specified in Section
15006 - Ductile Iron Pipe.
TESTING
A.
All valves shall be hydrostatically field tested at the specified pipeline test pressures
specified in the piping sections. Any leakage or "sweating" of joints shall be stopped and all
joints shall be tight. All motor operated and cylinder operated valves shall be tested for
control operation as directed by the CITY. All valves shall be operated at the specified
operating pressures.
B.
Testing shall be performed in accordance with the specifications and the ANSI and/or
AWWA standards contained herein including leakage tests. Copies of the certified test
results shall be provided by the manufacturer to the Contractor and submitted in accordance
with Section 01300 - Submittals.
- END OF SECTION -
O:41052-006S15100.doc:03-01-10
15100-6
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 15105
CHECK VALVES
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
Reference Section 15100 – Valves, General.
B.
Valves intended for chemical service shall be constructed of materials suitable for the
intended service.
PART 2 -- PRODUCTS
2.01
SWING CHECK VALVES (WATER SERVICE)
A.
Unless otherwise specified, check valves 3-inches and less shall be bronze, Y-pattern,
swing check valves of the regrinding type. Valves shall have a minimum 200 psi non-shock
cold water pressure rating and shall be as manufactured by Jenkins Bros. Corp., Crane
Company, or equal.
B.
Check valves larger than 3-inches shall be cushioned swing check valves rated for a
minimum working pressure of 200 psi and shall be APCO Series 6000, Figure 250D as
manufactured by G.A. Industries, or equal.
C.
Valve closure shall be controlled by an external weighted lever arm, the action of which is
cushioned by a hydraulic oil or pneumatic cylinder. Counterweights and cushion cylinders
shall be designed so that adjustments can be made in the field to minimize surge and to
prevent backflow and hammering noises during actual service conditions. The hydraulic oil
or pneumatic cushion system shall be completely self-contained.
D.
Valve bodies, cover discs, levers, and disc arms shall be constructed of heavy cast iron or
cast steel fully conforming to the latest revision of ASTM A-126 Class B or Class WCB,
respectively. Valve ends shall be Standard American 125 pound flat-faced flanged, in
accordance with ANSI B16.1. Each valve disc shall be suspended from a non-corrosive
shaft which shall pass through a stuffing box and be connected on the outside of the valve
to the cushion and counterweight mechanism.
E.
Valve seating shall be rubber-to-metal designed for drop-tight shutoff. The body seat ring
shall be made of bronze or stainless steel and the disc seat ring of 80 Durometer rubber.
Body and disc seats shall be renewable.
F.
With the exception of the valve body and seat, all parts in contact with water shall be
manufactured from non-corrosive materials. Internal corrosive surfaces shall be shop
painted with two coats of epoxy for corrosion resistance. Exterior surfaces shall be painted
in accordance with the requirements of Section 09900, Painting.
2.02
LIMIT SWITCH
O:41052-006S15105.doc:11-03-09
15105-1
North Miami Beach
N.E. 172nd Street – Phase 2
A.
Where applicable, the Swing Check Valves shall be furnished with a Limit Switch installed
by the Check Valve manufacturer at the factory to remotely indicate the OPEN/CLOSE
status.
B.
The Limit Switch shall be manufactured by Allen-Bradley Model 802M, or equal. The Limit
Switch shall be a Factory Sealed, Corrosion Resistance type switch with a spring return
lever. The enclosure shall be rated NEMA-4, UL listed. The electrical rating of the switch
shall be SPDT 15 AMPS @120 Volts A.C. The pre-wired switch cable shall include a
common wire, normally open wire and normally closed wire. Provide a minimum five foot
long cable length.
C.
The Check Valve manufacturer shall provide a solid mechanical support to secure the Limit
Switch. The Limit Switch support shall also be provided with a mechanical adjustment to
properly position the snapping of the Limit Switch.
- END OF SECTION -
O:41052-006S15105.doc:11-03-09
15105-2
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 15109
PLUG VALVES
PART 1 - GENERAL
1.01
A.
1.02
A.
THE REQUIREMENT
The CONTRACTOR shall furnish and install all plug valves, complete and operable, as
shown on the Drawings and specified herein including operators, protective coatings,
and appurtenant work, all in accordance with the requirements of the Contract
Documents.
RELATED WORK SPECIFIED ELSEWHERE
Valves, General.
PART 2 - PRODUCTS
2.01
A.
ECCENTRIC PLUG VALVES
Equipment Requirements: Plug valves shall be of the non-lubricated eccentric type with
cast iron bodies, resilient faced plugs, or a replaceable, resilient seat in the body.
Resilient facing shall be suitable for the intended service.
1.
All interior and exposed valves 8-inches and larger shall have hand wheels and
worm gear operators. Interior and exposed valves 6-inches and smaller shall be
provided with lever operators.
2.
Valves for buried or submerged service shall be provided with an AWWA
operating nut. Buried or submerged valves 8-inches and larger shall have
permanently lubricated, totally enclosed worm gear actuators.
3.
All shaft bearings shall be of stainless steel, Teflon, or other suitable material,
furnished with permanently-lubricated bearing surfaces. The operator shall clearly
indicate valve position.
4.
All valves 20-inch and smaller shall have an unobstructed port area of not less
than 80-percent of full pipe area. Valves 24-inches and larger shall be full
opening with 100 percent port area. All eccentric plug valves shall have a
pressure rating of not less than 150 psi WOG, bubble-tight shut-off.
5.
Valves for interior and exposed service shall have flanged end connections
conforming to ANSI B 16.1 Class 125. For buried service, valve end connections
shall be mechanical joint conforming to ANSI A21.11.
6.
Plug valves at points for future connections shall be furnished with ANSI B16.1,
Class 125 blind flanges; ANSI sized hot-dipped galvanized steel bolts and
neoprene gaskets on the stub-out ends.
O:41052-006S15109.doc:03-01-10
15109-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
B.
Surface Coatings: Ferrous surfaces of valves, 4-inch and larger, which will be in contact
with process fluid, shall be epoxy-coated as specified in Section 09850, "Painting".
C.
Suppliers, or Equal: Plug valves shall be provided as manufactured by DeZurik
Corporation, or equal.
PART 3 - EXECUTION
3.01
A.
INSTALLATION
All plug valves shall be installed in accordance with the Supplier's published
recommendations and the applicable provisions of Section 15100, "Valves, General".
- END OF SECTION -
O:41052-006S15109.doc:03-01-10
15109-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 15114
MISCELLANEOUS VALVES
PART 1 -- GENERAL
1.01
A.
1.02
A.
THE REQUIREMENT
The CONTRACTOR shall furnish and install miscellaneous valves as shown and as
specified herein, complete and operable including accessories and, where designated,
operators, all in accordance with the requirements of the Contract Documents.
RELATED WORK SPECIFIED ELSEWHERE
Valves, General.
PART 2 -- PRODUCTS
2.01
SMALL NEEDLE VALVES
A.
Shall be bronze, rising bronze stem, globe style needle valve with threaded end
connections conforming to Federal Specifications WW-V-51 Class C Type 1 (Globe) for
nominal pipe sizes up to one (1) inch.
B.
Shall be class 200.
C.
Shall be model No. 88 by Crane, No. 180 by Powell, No. 120 by Walworth or equal.
2.02
SMALL PRESSURE REDUCING VALVES (AIR AND WATER)
A.
General: Small air and water pressure reducing valves shall be of the spring-loaded
diaphragm type with a minimum pressure rating of 250 psi, with bronze body, nickel
alloy or stainless steel seat, and threaded ends. Each valve shall be furnished with
built-in or separate strainer and union ends.
B.
Suppliers, or Equal
1.
2.03
Mueller Company.
SMALL GLOBE VALVES
A.
Shall be bronze, rising stem, plug type globe valve with threaded end connections for
nominal pipe sizes one (1) to three (3) inches. Disc and seat shall be stainless steel.
B.
Shall be class 150.
C.
Shall be model No. 14 1/2P by Crane, No. 2600 by Powell, No. 237P by Walworth or
equal.
O:41052-006S15114.doc:03-01-10
15114-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
2.04
STRAINERS
A.
Shall be Y-pattern bronze or iron body, with threaded end connections, and shall be
provided with a cylindrical 20 mesh Monel screen.
B.
Shall be rated for 200 psi C.W.P.
C.
Shall be model No. 988 ½ by Crane, No. 3699 ½ Walworth or equal.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
All valves shall be installed in accordance with the Supplier's printed recommendations.
B.
All air and vacuum release valves shall have piped outlets to the nearest acceptable
drain, firmly supported, and installed in such a way as to avoid splashing and wetting of
floors.
- END OF SECTION -
O:41052-006S15114.doc:03-01-10
15114-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 16050
ELECTRICAL GENERAL PROVISIONS
PART 1 - GENERAL
1.01
A.
THE REQUIREMENT
Furnish all labor, materials, equipment and incidentals required for a complete electrical
system as hereinafter specified and shown on the Drawings.
1.02 RELATED DOCUMENTS
A.
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section.
B.
Other Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
1.03 WORK INCLUDED
A.
The work, apparatus and materials which shall be furnished under these Specifications
and accompanying Drawings shall include all items listed hereinafter and/or shown on
the Drawings. Certain equipment will be furnished as specified in other Sections of
these Specifications which will require wiring thereto and/or complete installation as
indicated. All materials necessary for the complete installation shall be furnished and
installed by the CONTRACTOR to provide complete power, lighting, communication
systems, instrumentation, wiring and control systems as indicated on the Drawings and
/or as specified herein.
B.
The work shall include complete testing of all equipment and wiring at the completion of
the work and making any minor connection changes or adjustments necessary for the
proper functioning of the system and equipment. All workmanship shall be of the highest
quality; sub-standard work will be rejected.
C.
Mount and wire flow indicators, and process instruments furnished under other Sections
of these Specifications.
D.
Make all field connections to process instrument panels, SCADA panels and other
control panels furnished under other Sections of these Specifications.
E.
For process instrumentation; furnish and install all conduit, wire and interconnections
between primary elements, transmitters, local indicators and receivers.
F.
Furnish and install all conduit and wire between motor operated gates, louvers, windows,
and their control stations.
O:41052-006S16050.doc:03-01-10
16050-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
G.
1.04
Wire all heating, ventilating, and air conditioning equipment furnished under other
Sections of this Specification.
GENERAL INFORMATION
A.
Each bidder or his authorized representatives shall, before preparing his proposal, visit
all areas of the existing buildings and structures in which work under this Section is to be
performed and inspect carefully the present installation. The submission of the proposal
by this bidder shall be considered evidence that he or his representative has visited the
buildings and noted the locations and conditions under which the work will be performed
and that he takes full responsibility for a complete knowledge of all factors governing his
work.
B.
All power interruptions to existing equipment shall be at the CITY's convenience. Each
interruption shall have prior approval.
C.
It is the intent of these Specifications that the electrical system shall be suitable in every
way for the service required. All material and all work which may be reasonably implied
as being incidental to the work of this Section shall be furnished at no extra cost.
1.05
A.
1.06
A.
1.07
CODES, INSPECTION AND FEES
All material and installation shall be in accordance with the latest edition of the National
Electrical Code and all applicable national, local and state codes. Pay all fees required
for permits and inspections.
SERVICE AND METERING
Permanent electrical power and metering will be provided by FPL as indicated on the
Drawings. Furnish and install the secondary service conduit, wire, connectors, meter
can, disconnect, and any hand/man holes as required to extend the service to the station
or building as shown on the Drawings. Contractor shall coordinate with FPL for all
issues pertaining to service requirements, installation, and startup by FPL.
INTERPRETATION OF DRAWINGS
A.
The Drawings are not intended to show exact locations of conduit runs.
B.
All three-phase circuits shall be run in separate conduits unless otherwise shown on the
Drawings.
C.
Unless otherwise approved by the ENGINEER conduit shown exposed shall be installed
exposed; conduit shown concealed shall be installed concealed.
D.
Where circuits are shown as "home-runs" all necessary fittings and boxes shall be
provided for a complete raceway installation.
E.
The CONTRACTOR shall coordinate the work of the different trades so that
interferences between conduits, piping, and equipment, architectural and structural work
will be avoided. All necessary offsets shall be furnished so as to take up a minimum
space and all such offsets, fittings, etc., required to accomplish this shall be furnished
O:41052-006S16050.doc:03-01-10
16050-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
and installed by the CONTRACTOR without additional expense to the CITY. In case
interference develops the CITY's authorized representative is to decide which
equipment, piping, etc., must be relocated, regardless of which was installed first.
F.
The locations of equipment, fixtures, outlets, and similar devices shown on the Drawings
are approximate only. Exact locations shall be as approved by the ENGINEER during
construction. Obtain in the field all information relevant to the placing of electrical work
and in case of any interference with other work, proceed as directed by the ENGINEER
and furnish all labor and materials necessary to complete the work in an approved
manner.
G.
All floor mounted electrical equipment, including but not limited to: switchgear, motor
control centers, unit substations, transformers, variable frequency drives, and control
panels shall be placed on a four inch (4") concrete housekeeping pad.
H.
Surface mounted panel boxes, junction boxes, conduit, etc., shall be supported by
spacers to provide a clearance between wall and equipment.
I
Circuit layouts shown are not intended to show the number of fittings, or other
installation details. Furnish all labor and materials necessary to install and place in
satisfactory operation all power, lighting, and other electrical systems shown. Additional
circuits shall be installed whenever needed to conform to the specific requirements of
the equipment.
J.
The ratings of motors and other electrically operated devices together with the size
shown for their branch circuit conductors and conduits are approximate only and are
indicative of the probable power requirements insofar as they can be determined in
advance of the purchase of equipment. It is the Contractor’s responsibility to verify
equipment requirements prior to purchase of associated equipment.
K.
All connections to equipment shall be made as shown, specified, and directed and in
accordance with the approved shop and setting drawings, regardless of the number of
conductors shown on the Electrical Drawings.
L
All necessary temporary power requirements are the responsibility of the
CONTRACTOR and shall be furnished, installed, and removed at no cost to the CITY.
M.
Provide and place all sleeves for conduits penetrating floors, walls, partitions, etc.
Locate all necessary slots for electrical work and form before concrete is poured.
N.
All cutting and patching necessary throughout the existing site shall be done in a
thoroughly workmanlike manner.
1.08
SIZE OF EQUIPMENT
A.
Investigate each space in the building through which equipment must pass to reach its
final location. If necessary, the manufacturer shall be required to ship his material in
sections sized to permit passing through such restricted areas in the building.
B.
The equipment shall be kept upright at all times. When equipment has to be tilted for
ease of passage through restricted areas during transportation, the manufacturer shall
O:41052-006S16050.doc:03-01-10
16050-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
be required to brace the equipment suitably, to insure that the tilting does not impair the
functional integrity of the equipment.
1.09
COMPONENT INTERCONNECTIONS
A.
Component equipment furnished under this Specification will not be furnished as
integrated systems.
B.
Analyze all systems components and their shop drawings; identify all terminals and
prepare drawings or wiring tables necessary for component interconnection.
1.10
MATERIALS
A.
The materials used in all systems shall be new, unused and as hereinafter specified. All
materials where not specified shall be of the very best of their respective kinds.
Samples of materials or manufacturer's Specifications shall be submitted for approval as
required by the ENGINEER.
B.
Materials and equipment used shall be Underwriters Laboratories, Inc. listed.
C.
Electrical equipment shall be adequately protected against mechanical injury or damage
by water during construction. Electrical equipment shall not be stored out-of-doors.
Electrical equipment shall be stored in dry permanent shelters. If any apparatus has
been damaged, such damage shall be repaired by the CONTRACTOR at his own cost
and expense. If any apparatus has been subject to possible injury by water, it shall be
thoroughly dried-out and put through such special tests as directed by the ENGINEER,
at the cost and expense of the CONTRACTOR, or shall be replaced by the
CONTRACTOR at his own expense.
D.
All electrical panels, enclosures, raceways, conduits, wireways, boxes, cabinets, etc.,
shall be fabricated of metal, Non-metallic substitutes are not acceptable. This does not
apply to buried work.
1.11
SHOP DRAWINGS
A.
As specified under Division 1, shop drawings shall be submitted for approval of all
materials, equipment, apparatus, and other items as required by the ENGINEER.
B.
Shop drawings shall be submitted for the following equipment:
1.
Enclosed Circuit Breakers
2.
Motors
3.
Lighting Fixtures
4.
Motor Starters
5.
Disconnect Switches
6.
Wire and Cable
7.
Control Panels
O:41052-006S16050.doc:03-01-10
16050-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
C.
The manufacturers name and product designation or catalog numbers shall be
submitted for the following material:
1.
Conduit
2.
Receptacles
3.
Boxes and Fittings
4.
Switches
5.
Control Relays
6.
Terminal Blocks
D.
Prior to submittal by the CONTRACTOR, all shop drawings shall be checked for
accuracy and Contract requirements. Shop drawings shall bear the date checked and
shall be accompanied by a statement that the shop drawings have been examined for
conformity to Specifications and Drawings.
This statement shall also list all
discrepancies with the Specifications and Drawings. Shop drawings not so checked and
noted shall be returned.
E.
The ENGINEER's check shall be only for conformance with the design concept of the
project and compliance with the Specifications and Drawings. The responsibility of, or
the necessity of, furnishing materials and workmanship required by the Specifications
and Drawings which may not be indicated on the shop drawings is included under the
work of this Section.
F.
No material shall be ordered or shop work started until the ENGINEER's approval of
shop drawings has been given.
1.12
A.
1.13
A.
B.
TESTS
Test all systems and repair or replace all defective work. Make all necessary
adjustments to the systems and instruct the CITY's personnel in the proper operation of
the systems.
MANUFACTURERS SERVICES
Coordinate with the City for manufacturers testing and start-up services for the following
equipment:
1.
Level Control Panel
2.
SCADA System
The manufacturers of the above listed equipment shall provide an experienced Field
Service Engineer to accomplish the following tasks:
1.
The equipment shall be visually inspected upon completion of installation and prior
to energization to assure that wiring is correct, interconnection complete and the
installation is in compliance with the manufacturer's criteria. Documentation shall
be reviewed to assure that all Drawings, operation and maintenance manuals,
O:41052-006S16050.doc:03-01-10
16050-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
parts list and other data required to check out and sustain equipment operation is
available on site. Documentation shall be red-lined to reflect any changes or
modifications made during the installation so that the "as-built" equipment
configuration will be correctly defined. Spare parts shall be inventoried to assure
correct type and quantity.
1.14
A.
2.
The Field Service Engineers shall provide engineering support during the
energization and check out of each major equipment assembly. They shall
perform any calibration or adjustment required for the equipment to meet the
manufacturer's performance Specifications.
3.
Upon satisfactory completion of equipment test, they shall provide engineering
support of system tests to be performed in accordance with manufacturer's test
Specifications.
RECORD DRAWINGS
As the work progresses, legibly record all field changes on a set of project Contract
Drawings. When the project is complete, furnish a complete set of reproducible "asbuilt" drawings for the Project Record Documents.
PART 2 – PRODUCTS
NOT USED
PART 3 – EXECUTION
NOT USED
- END OF SECTION -
O:41052-006S16050.doc:03-01-10
16050-6
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 16110
RACEWAYS
PART 1 - GENERAL
1.01
A.
1.02
A.
1.03
THE REQUIREMENT
Furnish and install complete raceway systems as shown on the Drawings and as
specified herein.
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
APPLICATIONS
A.
Except where otherwise shown on the Drawings, or hereinafter specified, all exposed
raceways shall be in rigid steel conduit.
B.
Rigid steel conduit shall be used at all locations (underground and within structures) as
raceways for shielded process instrumentation wiring and shielded control wiring except
where otherwise shown on the Drawings.
C.
Electrical metallic tubing or rigid steel conduit shall be used in administrative areas,
laboratories, lunch rooms and similar dry, clean climate controlled areas. Electrical
metallic tubing shall not be used in process equipment rooms, chemical rooms, rooms
below grade, concrete slabs in contact with earth or liquid, out-of-doors, hazardous
areas or for process instrumentation.
D.
Schedule 80 PVC shall be used underground where concrete encasement is not called
for.
E.
All conduit of a given type shall be the product of one manufacturer.
F.
Unless otherwise hereinafter specified or shown on the Drawings, all boxes shall be
metal.
G.
Exposed switch, outlet and control station boxes and fittings shall be malleable iron or
cast aluminum.
H.
Concealed switch, outlet and control station boxes shall be pressed steel.
I.
Terminal boxes, junction boxes, pull boxes, etc. used in areas designated as NEMA-4 or
NEMA-4X shall be 316 stainless steel with a cover gasket.
O:41052-006S16110.doc:03-01-10
16110-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
J.
Combination expansion-deflection fittings shall be used where exposed or embedded
conduits cross structure expansion joints.
K.
Liquid-tight flexible metal conduit (between 18" and 3 feet in length) shall be used for all
motor terminations and other equipment where vibration is present. All flexible conduits
shall use a bonding wire unless a ground wire is included.
L.
Flexible couplings shall be used in hazardous locations for all motor terminations and
other equipment where vibration is present.
PART 2 - PRODUCTS
2.01
RIGID CONDUIT
A.
Steel conduit shall be hot-dipped galvanized as manufactured by the Youngstown Sheet
and Tube Company, Allied Tube and Conduit Corporation, Wheeling-Pittsburgh Steel
Corporation, or approved equal.
B.
PVC conduit used underground shall be rigid polyvinyl chloride type Schedule 80 as
manufactured by Carlon, an Indian Head Company, Phillips Petroleum Company,
Triangle Pipe and Tube Company, Inc., or approved equal.
C.
Fiber conduit shall be Type 1 as manufactured by the Flinc Kote Company or approved
equal.
2.02
A.
2.03
ELECTRICAL METALLIC TUBING
Electrical metallic tubing shall be hot-dipped galvanized steel as manufactured by the
Youngstown Sheet and Tube Company, Allied Tube and Conduit Corporation,
Wheatland Tube Company, or approved equal.
LIQUIDTIGHT, 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 approved 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 approved equal.
2.04
A.
2.05
A.
FLEXIBLE COUPLINGS
Flexible couplings shall be as manufactured by the Crouse-Hinds Company, Appleton
Electric Company, or approved equal.
BOXES AND FITTINGS
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 approved equal.
O:41052-006S16110.doc:03-01-10
16110-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
B.
Terminal boxes, junction boxes, pull boxes etc., shall be steel unless otherwise shown
on the Drawings. Boxes shall be galvanized and have continuously welded seams.
Welds shall be ground smooth and galvanized. Box bodies shall be flanged and shall
not have holes or knockouts. Box bodies shall not be less than 14 gauge metal and
covers shall not be less than 12 gauge metal. Covers shall be gasketed and fastened
with stainless steel screws. Boxes shall be as manufactured by Hoffman Engineering
Company or approved equal. NEMA-4 boxes shall be 316 stainless steel.
C.
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 approved equal.
D.
Cast aluminum boxes and fittings shall be copper-free aluminum with cast aluminum
covers and corrosion proof screws as manufactured by the Killark Electric Company,
Crouse-Hinds Company, Appleton Electric Company, or approved equal.
E.
Steel elbows and couplings shall be hot-dipped galvanized. An extra 40 mil PVC
protective coating shall be provided when used with PVC coated steel conduit. Joints
shall be tapped.
F.
Electrical metallic tubing fittings shall be of the raintight, concrete-tight, steel
compression type as manufactured by the Appleton Electric Company, Crouse-Hinds
Company, or approved equal.
G.
Conduit hubs shall be as manufactured by Meyers Electric Products, Inc., Raco Division,
Appleton Electric Company, or approved Equal.
H.
Conduit wall seals shall be Type WSK as manufactured by the O.Z. Electrical
Manufacturing Company, or approved equal.
I.
Combination expansion-deflection fittings shall be Type XD as manufactured by the
Crouse-Hinds Company or approved equal.
PART 3 - EXECUTION
3.01
INSTALLATION
A.
Conduit smaller than 3/4 inch electrical trade size shall not be used, nor shall any
conduit run have more than three (3) 90 degree bends. Pull boxes shall be provided as
required or directed to maintain total bends to less than or equal to 270 degrees.
B.
An equipment grounding conductor sized per article 250 of the latest version of the
N.E.C. shall be installed in every raceway whether or not shown on the Drawings.
C.
All underground conduit shall be buried a minimum of 24 inches below grade. All joints
shall be sealed with plastic tape.
D.
A three (3) inch wide warning tape, yellow with black stenciled letters "CAUTION CAUTION – CAUTION - ELECTRICAL LINE BURIED BELOW" shall be installed
between 6-18 inches above, and along the entire length of all underground conduit.
O:41052-006S16110.doc:03-01-10
16110-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
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.
Metallic conduit supports shall be spaced at intervals of eight (8) feet or less, as required
to obtain rigid construction. PVC shall be supported at intervals not exceeding 5 feet.
H.
Single conduits shall be supported by means of one-hole conduit 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
hanger rods. The rods and associated installation hardware shall be stainless steel and
not less than 5/16 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
provided.
J.
All conduits on exposed work shall be run at right angles to and parallel with the
surrounding walls, floors and ceilings. Diagonal runs shall not be allowed. Bends in
parallel conduit runs shall be concentric. All conduits shall be run 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.
Conduit terminating in pressed steel boxes shall have double locknuts and insulated
bushings.
M.
Conduits terminating in gasketed enclosures or outdoor equipment shall be terminated
with conduit hubs.
N.
Conduit wall seals shall be used for all conduits penetrating walls below grade or other
locations shown on the Drawings.
O.
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 in the terminating enclosure. Foam
shall be placed such that condensation / water can not accumulate above the foam.
Conduit seals may have to be provided and installed to accommodate this condition.
P.
Conduit stub outs for future construction shall be provided with threaded ends and have
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 which shall be connected to a 5/8"x10' ground
rod with a #6 bare copper wire.
R.
Exposed outside branch circuits shall be installed in galvanized steel conduits.
Underground circuits shall be installed directly to the respective motor control centers,
lighting panels, etc., except stainless steel pull boxes shall be wall mounted on
O:41052-006S16110.doc:03-01-10
16110-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
structures to eliminate excessive bends. With prior approval, below grade pull boxes,
equal to Brooks #2424 (minimum), with hot-dip galvanized covers and frames, may be
used. Splices shall not be made in above or below grade pull boxes without prior
approval.
S.
All field cut threads on galvanized steel conduit shall be cleaned and painted with zincrich paint before installing.
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.
U.
Conduits shall not enter an equipment enclosure on the top of the enclosure. The intent
of this is to assure that any condensation that does accumulate in the conduits will not
drip on the electrical equipment within the enclosure.
- END OF SECTION -
O:41052-006S16110.doc:03-01-10
16110-5
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 16120
WIRES AND CABLES
PART 1 - GENERAL
1.01
A.
1.02
A.
1.03
THE REQUIREMENT
Furnish, install and test all wire, cable, and appurtenances as shown on the Drawings
and as hereinafter specified.
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
APPLICATIONS
A.
Wire for lighting and receptacle circuits above grade shall be Type THWN. All circuits
either underground or passing through sections of conduit that are below grade shall be
XHHW stranded copper.
B.
Power wiring for all motor circuits shall be Type XHHW, stranded copper.
C.
Single conductor wires for control, discrete condition indication and metering shall be
Type XHHW or THWN No. 14 AWG, stranded.
D.
Multi-conductor control cable shall be No. 14 AWG, stranded with integral conductor
numbering stenciled on the jacket of each conductor.
E.
Wire for process continuous signal instrumentation shall be shielded pairs or shielded
triads, No. 18 or 16 AWG, stranded, depending on length of run, as noted on the
Drawings.
F.
Conductors smaller than No. 12 AWG shall not be used for power wiring.
1.04
SUBMITTALS
A.
Samples of proposed wire and cable shall be submitted for approval. Each sample shall
have the size, type of insulation and voltage stenciled on the jacket.
B.
Approved samples will be sent to the project location for comparison by the ENGINEER
with the wire actually installed.
C.
Installed, unapproved or unmarked wire shall be removed and replaced with approved
wires at no additional cost to the CITY.
O:41052-006S16120.doc:03-01-10
16120-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
PART 2 - PRODUCTS
2.01
MATERIALS
A.
All wires and cables shall be of annealed, 98 percent conductivity, soft drawn copper
conductors.
B.
All conductors shall be stranded.
C.
Type XHHW shall be cross-linked polyethylene (XLP); as manufactured by the Hi-Tech
Company, Rome Cable Corporation, The Okonite Company or approved equal.
D.
Type THWN shall be as manufactured by the Hi-Tech Company, Rome Cable
Corporation, The Okonite Company or approved equal.
E.
Process instrumentation wire shall be twisted pair, 600 volt, PVC or polyethylene
insulated, aluminum/polyester tape shielded, polyvinyl chloride jacketed, type "TC" as
manufactured by the American Insulated Wire Company, Belden Corporation, "Beldfoil",
or approved equal. Multiconductor cables with individually shielded twisted pairs shall
be installed where indicated.
F.
Multiconductor control cable shall be stranded, 600 volt, cross-linked "XLP" insulated,
polyvinyl chloride jacketed, type "TC" as manufactured by the American Insulated Wire
Company, Rome Cable Corporation type CT-B, or approved equal.
G.
All wires and cables shall be factory marked with standard markings along full length of
cable.
PART 3 - EXECUTION
3.01
INSTALLATION
A.
All conductors shall be carefully handled to avoid kinks or damage to insulation.
B.
Lubricants shall be used to facilitate wire pulling. Lubricants shall be U.L. listed for use
with the insulation specified.
C.
Shielded instrumentation wire shall be installed from terminal to terminal with no splicing
at any intermediate point.
D.
Shielded instrumentation wire shall be installed in rigid steel conduit with no other type of
wiring in the same conduit. Instrumentation cables shall be separated from control
cables in pull boxes.
E.
Shielding on instrumentation wire shall be grounded at the transmitter end only, or as
directed by the supplier of the instrumentation equipment.
F.
Wire and cable connections to terminals, splices, and taps shall be made with
compression connectors. Connections of insulated conductors shall be insulated and
covered. All connections shall be made using materials and installation methods in
accordance with instructions and recommendations of the manufacturer of the particular
O:41052-006S16120.doc:03-01-10
16120-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
item of wire and cable. The conductivity of all completed connections shall be not less
than that of the uncut conductor. The insulation resistance of all completed connections
of insulated conductors shall be not less than that of the uncut conductor.
G.
3.02
A.
All wire and cable shall be continuous and without splices between points of connection
to equipment terminals, except a splice will be permitted by the ENGINEER if the length
required between the points of connection exceeds the greatest standard shipping
length available from the manufacturer specified or approved by the ENGINEER as the
manufacturer of the particular item of wire and cable.
TESTS
All 600 volt wire insulation shall be tested with a megohm meter after installation. Tests
shall be made at not less than 1,000 VDC.
- END OF SECTION -
O:41052-006S16120.doc:03-01-10
16120-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 16195
ELECTRICAL IDENTIFICATION
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
All electrical equipment shall be properly identified in accordance with these Specifications
and the Contract Drawings. All switchgear, switchboards, motor control centers, variable
frequency drives, lighting and distribution panelboards, combination starters, control panels,
pull/junction boxes, enclosures, disconnect switches, control stations, and similar equipment
shall be identified in the manner described, or in an equally approved manner.
B.
The types of electrical identification specified in this section include, but are not limited to,
the following:
1.02
A.
1.03
A.
1.04
A.
1.
Exposed conduit color banding.
2.
Operational instructions and warnings.
3.
Danger signs.
4.
Equipment/system identification signs.
5.
Nameplates.
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
NAMEPLATES
"Pump Station" nameplates shall be securely mounted on the doors of all panels.
LETTERING AND GRAPHICS
The Contractor shall coordinate names, abbreviations, and other designations used in the
electrical identification work with the corresponding designations shown, specified or
scheduled. Provide numbers, lettering, and wording as indicated or, if not otherwise
indicated, as recommended by manufacturers or as required for proper identification and
operation/maintenance of the electrical systems and equipment.
O:41052-006S16195.doc95:03-01-10
16195-1
North Miami Beach
N.E. 172nd Street – Phase 2
1.05
A.
1.06
SUBMITTALS
In accordance with the procedures and requirements set forth in the General Conditions and
Section 01300, SUBMITTALS, the Contractor shall obtain from the equipment manufacturer
and submit shop drawings. Each submittal shall be identified by the applicable Specification
section.
SHOP DRAWINGS
A.
Each submittal shall be complete in all respects, incorporating all information and data listed
herein and all additional information required for evaluation of the proposed equipment's
compliance with the Contract Documents.
B.
Partial, incomplete, or illegible submittals will be returned to the Contractor without review
for resubmittal.
C.
Shop drawings shall include but not be limited to equipment specifications and product data
sheets identifying all materials used and methods of fabrication.
PART 2 - PRODUCTS
2.01
A.
2.02
A.
2.03
A.
2.04
A.
2.05
A.
MANUFACTURERS
The material covered by these Specifications is intended to be standard material of proven
performance as manufactured by reputable concerns. Material shall be fabricated,
constructed, and installed in accordance with the best practices of the trade, and shall
operate satisfactorily when installed as specified herein and shown on the Drawings.
NAMEPLATES
Nameplates shall be engraved, high pressure plastic laminate, black with white lettering.
HIGH VOLTAGE SIGNS
Standard "DANGER" signs shall be of baked enamel finish on 20 gage steel; of standard
red, black and white graphics; 14 inches by 10 inches size except where 10 inches by 7
inches is the largest size which can be applied where needed, and except where a larger
size is needed for adequate vision.
CONDUIT MARKERS
Conduit markers shall be bronze metal tag 1/2 inch in diameter, with 1/8 inch hole, with
copper wire through hole and attached to conduit by twisting ends of wire. Lettering shall
indicate conduit numbers.
WIRE MARKERS
Wire markers shall be self-vulcanizing type of sufficient width to include full functional tag
information. Signal lettering shall indicate I/O id tag numbers as indicated in Section 17xxx.
O:41052-006S16195.doc95:03-01-10
16195-2
North Miami Beach
N.E. 172nd Street – Phase 2
PART 3 - EXECUTION
3.01
A.
3.02
A.
3.03
A.
NAMEPLATES
Nameplates shall be attached to the equipment enclosures with (2) two stainless steel sheet
metal screws for nameplates up to 2-inches wide. For nameplates over 2-inches wide, four
(4) stainless steel sheet metal screws shall be used, one (1) in each corner of the
nameplate. The utilization of adhesives is not permitted.
CONDUIT IDENTIFICATION
Where electrical conduit is exposed in spaces with exposed mechanical piping which is
identified by a color-coded method, apply color-coded identification on the electrical conduit
in a manner similar to the piping identification. Except as otherwise indicated, use orange
as the coded color for conduit marker backgrounds. Conduit identification shall be made
after the conduit has been painted.
OPERATIONAL IDENTIFICATION AND WARNINGS
Wherever reasonably required to ensure safe and efficient operation and maintenance of
the electrical systems and electrically connected mechanical systems and general systems
and equipment, including prevention of misuse of electrical facilities by unauthorized
personnel, install plastic signs or similar equivalent identification, instruction, or warnings on
switches, outlets, and other controls, devices, and covers or electrical enclosures. Where
detailed instructions or explanations are needed, provide plasticized tags with clearly written
messages adequate for the intended purposes. Signs shall be attached as specified above
for nameplates.
- END OF SECTION -
O:41052-006S16195.doc95:03-01-10
16195-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 16440
DISCONNECT SWITCHES
PART 1 -- GENERAL
1.01
A.
1.02
A.
1.03
A.
B.
1.04
THE REQUIREMENT
The Contractor shall furnish and install separately mounted, individual disconnect switches
as specified herein and indicated on the Drawings.
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
SUBMITTALS
In accordance with the procedures and requirements set forth in the General Conditions and
Section 01300, Submittals, the Contractor shall obtain from the equipment manufacturer
and submit the following:
1.
Shop Drawings
2.
Spare Parts List
Each submittal shall be identified by the applicable specification section.
SHOP DRAWINGS
A.
Each submittal shall be complete in all respects, incorporating all information and data listed
herein and all additional information required for evaluation of the proposed equipment's
compliance with the Contract Documents.
B.
Partial, incomplete or illegible submittals will be returned to the Contractor without review for
resubmittal.
C.
Shop drawings shall include but not be limited to:
1.
Equipment specifications and product data sheets.
2.
Complete layout and installation drawings with clearly marked dimensions for each
type/size/rating of disconnect switch.
3.
Assembled weight of each unit.
O:41052-006S16440.doc440:03-01-10
16440-1
North Miami Beach
N.E. 172nd Street – Phase 2
D.
1.05
The shop drawing information shall be complete and organized in such a way that the
Engineer can determine if the requirements of these Specifications are being met. Copies
of technical bulletins, technical data sheets from "soft-cover" catalogs, and similar
information which is "highlighted" or somehow identifies the specific equipment items that
the Contractor intends to provide are acceptable and shall be submitted.
TOOLS, SUPPLIES, AND SPARE PARTS
A.
The equipment shall be furnished with all special tools necessary to disassemble, service,
repair, and adjust the equipment, and with all spare parts as recommended by the
equipment manufacturer.
B.
One complete set of spare fuses for each ampere rating installed shall be furnished and
delivered to the Owner at the time of final inspection.
C.
Spare parts lists, included with the shop drawing submittal, shall indicate specific sizes,
quantities, and part numbers of the items to be furnished. Terms such as "1 lot of packing
material" are not acceptable.
D.
Parts shall be completely identified with a numerical system to facilitate parts inventory
control and stocking. Each part shall be properly identified by a separate number. Those
parts which are identical for more than one size, shall have the same parts number.
1.06
A.
IDENTIFICATION
Each equipment item shall be identified with a nameplate. The nameplate shall be
engraved indicating the circuit number and equipment name with which it is associated.
Equipment identification shall be in accordance with Section 16195, Electrical Identification.
PART 2 -- PRODUCTS
2.01
MANUFACTURERS
A.
The equipment covered by this Specification is intended to be standard equipment of
proven performance as manufactured by reputable concerns. Equipment shall be designed,
constructed and installed in accordance with the best practices of the trade, and shall
operate satisfactorily when installed as shown on the Drawings.
B.
Switches shall be manufactured by Square D Company, Cutler-Hammer, General Electric
Company, or equal.
2.02
DISCONNECT SWITCHES
A.
Disconnect switches shall be heavy-duty type and/or as specified in these Specifications.
Switches shall be furnished and installed as shown on the Drawings and as required by the
NEC. Handles shall be lockable.
B.
Switches shall be NEMA Type HD, single-throw, externally operated, fused or non-fused as
required. Switches of the poles, voltage, and ampere ratings shown shall be furnished in
NEMA 1A (gasketed) enclosures in indoor dry areas, and in NEMA 4X Type 316 stainless
O:41052-006S16440.doc440:03-01-10
16440-2
North Miami Beach
N.E. 172nd Street – Phase 2
steel enclosures for damp/wet indoor process areas. Enclosures for outdoor applications
shall be NEMA 4X Type 316 stainless steel. Switches located in hazardous areas shall be
suitable for the Class, Division, and Group to suit the application.
C.
Disconnect switches shall be quick-make, quick-break and with an interlocked cover which
cannot be opened when switch is in the "ON" position and capable of being locked in the
"OPEN" position.
D.
A complete set of fuses for all switches shall be furnished and installed as required.
Time-current characteristic curves of fuses serving motors or connected in series with circuit
breakers shall be coordinated for proper operation. Fuses shall have voltage rating not less
than the circuit voltage.
PART 3 -- EXECUTION
3.01
INSTALLATION
A.
All disconnect switches to be mounted five (5) feet above the floor, at the equipment height
where appropriate, or where shown otherwise.
B.
The Contractor shall furnish and install fuses of various types as required with the
continuous ampere ratings as required or shown on the Drawings.
- END OF SECTION -
O:41052-006S16440.doc440:03-01-10
16440-3
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 16622
EMERGENCY/STANDBY PORTABLE POWER SYSTEM
PART 1 -- GENERAL
1.01
A.
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1. All electrical sections (Division 16).
2. All instrumentation sections (Division 17).
1.02
DESCRIPTION OF WORK
A.
Provide, install, and acceptance test a complete ready to operate Portable
Emergency/Standby electric generating system installed in a sound attenuating enclosure
mounted on a trailer set up for pulling behind a suitable pickup truck. The generator shall
include all devices and equipment specified herein, as shown on the drawings, or required
for the service. Materials and equipment shall be new, and delivered to the job site factory
tested and ready for installation.
B.
It is the intent to restrict the generator engine and exhaust noise levels to that which will
not bother the homes in close proximity.
C.
Generator set nominal ratings shall include dual voltage operation with integral equipment
for switching between voltages. It is the intent to be able to easily switch between 240V, 3ph and 480V, 3-ph loads.
1.
100 kW / 125 kVA at 0.8 PF, Standby rated with both 277/480Y and 120/240V, 3 Ph,
4W, 60Hz power output.
2.
The generator shall, as a minimum, shall be able to start a 50 hp, LRA code “G”
Motor with across the line starting and a 10kW single phase load simultaneously.
D.
The standby power rating shall be for supplying emergency power for the duration of
power interruptions during hurricanes and other outages common to the south Florida
area.
E.
Generator set capacity shall be at a jobsite elevation of 500 feet (152 meters) or less
above sea level, and ambient temperature range of 40-120 degrees F (4-49 degrees C).
F.
The system shall include the minimum following equipment:
1.
Provide one (1) engine-generator set, with accessories.
2.
Main Breaker(s)
O:41052-006S16622.doc622:03-01-10
16622-1
North Miami Beach
N.E. 172nd Street – Phase 2
G.
1.03
A.
B.
1.04
3.
An integral voltage switching system.
4.
Base fuel tank
5.
Provide integral powered cable reels
6.
Sound attenuating enclosure
7.
The generator shall be installed on a portable trailer
8.
Auxiliary battery charger
9.
External flush mounted receptacles for both the battery charger and the power cable
10.
Other control devices, accessories, tests, documents, and services as needed to
meet specifications.
Related mechanical work shall be completed as specified herein and elsewhere. Furnish a
critical grade exhaust muffler shall be, flanges, and flexible exhaust pipe section, as
specified herein; sized as required for the engine and installation.
REFERENCES
Equipment and equipment installation shall meet all applicable state and local codes.
Equipment supplied shall meet or exceed requirements of the following, as applicable:
•
NFPA 70 National Electrical Code
•
NFPA 110 Emergency and Standby Power Systems
•
NFPA 99 Health Care Facilities
•
NFPA 37 Installation of Stationary Engines
•
Underwriters Laboratories Standard 1008 Transfer Switch Equipment
It is intended that all products specified herein be of standard ratings, therefore the kW and
kVA ratings, ampere ratings, withstand and closing ratings, etc., shall be the
manufacturer's next larger size or rating when the specifications cannot be exactly met.
SUBMITTALS
A.
For all equipment specified, 5 copies each:
B.
Specification and data sheets showing ratings and derating schedules, operating
performance, weights, fuel consumption rates, ventilation and combustion air
requirements, exhaust flow data, cooling system data, and engine and generator data.
C.
Manufacturer's certification of generator set prototype testing.
D.
Sound dBA values at specified distance. This shall be the total sound comprised of
mechanical, exhaust, air flows and any other sounds originating from the generating
equipment.
E.
Manufacturer's warranty documents.
O:41052-006S16622.doc622:03-01-10
16622-2
North Miami Beach
N.E. 172nd Street – Phase 2
F.
Itemized list of all exceptions taken to this specification.
G.
Shop drawings showing plan and elevation views with certified overall and interconnection
point dimensions.
H.
Electrical interconnection wiring diagrams with terminal and destination markings for all
equipment controls, and devices included in the system. Manufacturer's installation
instructions.
1.05
APPROVAL
A.
Manufacturer: The emergency standby electrical generating system equipment shall be
the standard production of a single manufacturer. It shall be factory built, tested and
shipped by this single manufacturer.
B.
Approved Manufacturer: Caterpillar, Onan or equal
C.
Warranty: The complete emergency electrical power system (generator set, fuel system,
controls, and associated switches, switchgear and accessories), as provided by the single
source manufacturer, shall be warranted by the manufacturer against defects in materials
and workmanship for a period of one year from the date of system acceptance. Coverage
shall include parts, labor, travel expenses, and labor to remove/reinstall the equipment, per
the manufacturer's standard published limited warranty.
D.
Technical Support: The manufacturer shall provide factory trained service and parts
support available through a factory authorized distributor.
E.
Single Supplier: The supplier shall be the manufacturer's authorized distributor, who shall
provide initial start-up services, conduct field acceptance testing, and warranty service.
The supplier shall have 24-hour service availability and factory-trained service technicians
authorized to do warranty service on all equipment supplied.
F.
Substitute Manufacturer: Equipment, documentation and services described in this
specification and indicated on the plans are as provided by Caterpillar Corporation.
Proposals for any substitute equipment shall provide complete submittal data, as specified
herein, to the engineer and architect for approval/disapproval not less than 10 days prior to
the scheduled bid date.
G.
Approval of Substitute Equipment: If approved, the CONTRACTOR shall be responsible
for the charges of any necessary revisions to the plans and specifications, drawings, and
project documentation; and charges related to equipment spacing, mounts, electrical
wiring, ventilation equipment, fuel, exhaust components, etc.
H.
Lead time: Generator lead time shall be provided during shop drawing submittal.
PART 2 - PRODUCTS
2.01
A.
DIESEL ENGINE-GENERATOR SET
Performance: The generator set manufacturer shall verify the diesel engine as capable of
O:41052-006S16622.doc622:03-01-10
16622-3
North Miami Beach
N.E. 172nd Street – Phase 2
driving the generator with all accessories in place and operating at the generator set kW
rating after derating for the range of temperatures expected in service and the altitude of
the installation.
B.
1.
The manufacturer shall provide documentation demonstrating satisfactory prototype
test results for the model specified and production test results for equipment supplied
for this project. Generator sets that have not been factory tested at 0.8 PF will not be
acceptable.
2.
Voltage regulation shall be +/- 0.5 percent of rated voltage for any constant load
between no load and rated load.
3.
Frequency regulation shall be isochronous from steady state no load to steady state
rated load.
4.
Total Harmonic Distortion; the sum of AC voltage waveform harmonics, from no load
to full linear load, shall not exceed 5% of rated voltage (L-N, L-L, L-L-L) and no single
harmonic shall exceed 3% of rated voltage.
5.
Telephone Influence Factor; TIF shall be less than 50 per NEMA MG1-22.43.
6.
The diesel engine-generator set shall be capable of single step load pick up of 100%
nameplate kW and power factor, less applicable derating factors, with the
engine-generator set at operating temperature.
7.
Motor starting capability shall be a minimum of 270 kVA for each generator set. After
an initial instantaneous voltage dip not to exceed 30 percent, the generator set shall
be capable of sustaining a minimum of 90% of rated no load voltage with the
specified kVA load at near zero power factor applied to the generator set.
AC Generator: AC generator, exciter and voltage regulator shall be designed and
manufactured by the engine-generator set manufacturer as a complete generator system.
1.
The AC generator shall be; synchronous; four pole, revolving field, drip-proof
construction, single pre-lubricated sealed bearing, air cooled by a direct drive
centrifugal blower fan, and directly connected to the engine with flexible drive disc(s).
The stator shall have skewed laminations of insulated electrical grade steel,
two-thirds pitch windings. The rotor shall have amortisseur (damper) windings. The
rotor shall be dynamically balanced. The exciter shall be brushless, three phase,
with full wave silicon diodes mounted on the rotating shaft and a surge suppressor
connected in parallel with the field winding.
2.
All insulation system components shall meet NEMA MG1 standard temperature limits
for Class H insulation system. Actual temperature rise measured by resistance
method at full load shall not exceed 80 degrees Centigrade.
3.
The generator shall be broad range, 12 lead re-connectable. The generator shall be
capable of delivering rated output (kVA) at rated frequency and power factor, at any
voltage within the broad range.
4.
The main generator and exciter insulation systems must be suitably impregnated for
operation in severe environments for resistance to sand, salt, and sea spray.
O:41052-006S16622.doc622:03-01-10
16622-4
North Miami Beach
N.E. 172nd Street – Phase 2
C.
5.
A permanent magnet generator (PMG) shall provide excitation power to the
automatic voltage regulator for immunity from voltage distortion caused by non-linear
SCR controlled loads on the generator. The PMG shall sustain main field excitation
power for optimum motor starting and to sustain short circuit current at approximately
300% of rated current for approximately 10 seconds.
6.
The automatic voltage regulator shall be a temperature compensated, solid-state
design. The voltage regulator shall be equipped with three-phase RMS sensing.
7.
The regulator shall control buildup of AC generator voltage to provide a linear rise
and limit overshoot. Over-voltage protection shall sense the AC generator output
voltage and in the event of regulator failure or loss of reference, shut down regulator
output on a sustained over-voltage of one (1) second duration. Over-excitation
protection shall sense regulator output and shut down regulator output if overloads
exceed ten (10) seconds duration. Both over-voltage and over-excitation protection
shutdowns shall be latched, requiring the AC generator to be stopped for reset.
8.
The regulator shall include an under frequency roll-off torque-matching characteristic,
which shall reduce output voltage in proportion to frequency below a threshold of
58-59 HZ. The torque-matching characteristic shall include differential rate of
frequency change compensation to use maximum available engine torque and
provide optimal transient load response. Regulators which use a “fixed volts per
hertz” characteristic are not acceptable.
Engine-Generator Set Control:
1.
The control system shall have a 3 position selector switch with automatic remote
start capability. A panel mounted switch shall stop the engine in the STOP position,
start and run the engine in the RUN position, and allow the engine to start and run by
closing a remote contact, and stop by opening the remote contact when in the
REMOTE position.
2.
The control system shall include a cycle cranking function. The cranking cycle,
nonadjustable, shall consist of an automatic crank period of approximately 15
seconds duration followed by a rest period of approximately 15 seconds duration.
Cranking shall cease upon engine starting and running. Two separate means of
cranking termination shall be provided, one completely redundant to the other with no
common components. Failure to start after three cranking attempts (75 seconds)
shall shut down and lockout the engine, and visually indicate an over-crank
shutdown on the panel.
3.
The control system shall shut down and lock out the engine upon: failing to start after
the specified time (over-crank), over-speed, low lubricating oil pressure, high engine
temperature, or operation of a remote manual stop station.
4.
The control system shall provide an engine monitor. A panel mounted switch shall
reset the engine monitor and test all the lamps. Lamp indications on the control
panel shall include:
a.
Over-crank shutdown - red
b.
Over-speed shutdown - red
O:41052-006S16622.doc622:03-01-10
16622-5
North Miami Beach
N.E. 172nd Street – Phase 2
c.
Low oil pressure shutdown - red
d.
High engine temperature shutdown - red
e.
High engine temperature pre-alarm - yellow
f.
Low engine oil pressure pre-alarm - yellow
g.
Low coolant temperature - yellow
h.
Low fuel - yellow
i.
Run - green
j.
Not in automatic start - flashing red
k.
Auxiliary (2 each) - red (Customer identified)
5.
The engine-generator set starting battery(ies) shall power the monitor. The control
shall include surge suppression for protection of solid state components. Operation
of shut down circuits shall be independent of indication and pre-alarm circuits.
Individual relay signals shall be provided for each indication for external circuit
connections (not to exceed 1/2 amp draw) to a remote annunciator. A common
alarm contact for external connection to an audible alarm shall be provided.
6.
The NEMA 4 enclosed control panel shall be mounted on the generator set with
vibration isolators. A front control panel illumination lamp with ON/OFF switch shall
be provided. Control panel mounted indicating meters and devices shall include:
7.
a.
Engine Oil Pressure Gauge
b.
Coolant Temperature Gauge
c.
DC Voltmeter
d.
Running Time Meter (hours)
e.
Voltage adjusting rheostat, locking screwdriver type, to adjust voltage +/- 5%
from rated value
f.
Analog AC Voltmeter, dual range, 90 degree scale, 2% accuracy
g.
Analog AC Ammeter, dual range, 90 degree scale, 2% accuracy
h.
Analog Frequency/RPM meter, 45-65 Hz, 1350-1950 RPM, 90 degree scale,
+/- 0.6 Hz accuracy;
i.
Seven position phase selector switch with OFF position to allow meter display
of current and voltage in each generator phase. When supplied with reconnectable generators, the meter panel shall be re-connected for the voltage
specified.
Main Breaker shall be thermo-magnetic inverse time with adjustable trips sized for
200 amps at 480 volts. The breaker shall be connected to a female Crouse-Hinds
O:41052-006S16622.doc622:03-01-10
16622-6
North Miami Beach
N.E. 172nd Street – Phase 2
weather proof receptacle installed on generator enclosure.
8.
D.
E.
A dual voltage selector: The voltage switching system shall be an integral switching
system that allows the operator to select either 240 or 480 volt output routed through
a single 200 amp main breaker which is connected directly to a weather proof
Crouse-Hinds receptacle attached to the enclosure. The switching system shall not
require any field rewiring to change voltages.
Engine
1.
The engine shall be 4 cycle, 1800 rpm, turbo charged diesel fueled, direct injection,
with forged steel crankshaft and connecting rods. The cylinder block shall be cast
iron with replaceable wet liners, and have four valves per cylinder.
2.
A electronic governor; consisting of a magnetic pickup speed sensor, adjustable
electronic control, and an electric actuator mounted integrally with the fuel pump,
shall provide automatic engine-generator set frequency regulation adjustable from
isochronous to 5% droop.
3.
The engine shall be cooled by a unit-mounted closed loop radiator system including
belt-driven pusher fan, coolant pump and thermostat temperature control. The
cooling system shall be rated for full rated load operation in sound attenuated
enclosure. The cooling capability of the generator set shall be demonstrated by
prototype tests on a representative generator set model. These tests will be
conducted by the generator set manufacturer; calculated data from the radiator
manufacturer only is not sufficient.
4.
Radiators shall be provided with a duct adaptor flange permitting the attachment of
an air discharge duct to direct the radiator air outside according to the manufacturer's
instructions. The cooling system shall be filled with ethylene glycol/water mixture as
recommended by the equipment supplier.
5.
Rotating parts shall be guarded against accidental contact.
6.
Engine generator set shall be Tier 3 EPA Approved, Emissions Certified.
Engine Minimum Accessory Equipment
1.
An electric starter that shall be capable of three complete cranking cycles without
overheating before over-crank shutdown at 75 seconds.
2.
A positive displacement, mechanical, full pressure, lubrication oil pump.
3.
Full flow lubrication oil filters with replaceable spin-on canister elements with dipstick
oil level indicator.
4.
An engine driven, mechanical, positive displacement fuel pump.
5.
A fuel filter with replaceable spin-on canister element.
6.
A replaceable dry element air cleaner with restriction indicator.
7.
Flexible fuel supply and return lines.
O:41052-006S16622.doc622:03-01-10
16622-7
North Miami Beach
N.E. 172nd Street – Phase 2
F.
8.
Auxiliary dual Racor water separator/filters shall be provided and installed. The Racor
filters shall be isolated with valves so that either of the two Racor filter/separators can
be isolated for cleaning or changing while running with the second filter. Each of the
two filter/separators shall be able to handle the full load fuel requirements of the
generator.
9.
Engine mounted battery charging alternator and solid-state voltage regulator.
10.
Engine mounted, thermostatically controlled, water jacket heater(s) for each engine.
The heater(s) shall be sized as recommended by the equipment supplier. Heater
voltage shall be as required.
11.
Starting and Control Batteries: Starting batteries, lead acid type, 12 or 24 volt DC,
sized as recommended by the generator set manufacturer, shall be supplied for each
generator set with battery cables, connectors, rack and tie-downs.
12.
Silencer: The silencer shall be a Super Critical Hospital Grade. Minimum attenuation
shall be 32 dBA. The silencer shall include double shell, steel construction,
compressed acoustical fiberglass inserted between the double shell walls. Material
shall be aluminized shell and heads or stainless steel. Finish shall be high heat
silicone black or aluminum. Inlet and outlet shall be configured for system optimum
noise reduction. Silencer shall be GT Exhaust Systems, Inc. Model 201-6100 Series
or equal.
Base
The engine-generator set shall be mounted on a heavy duty steel base fuel tank. The
engine-generator set shall incorporate a battery tray with hold-down clamps within the
base system.
G.
Generator Set Auxiliary Equipment:
Trailer/enclosure mounted 120 VAC powered auxiliary battery charger with water proof
male outlet to accept standard 120 Volt power extension cord. Outlet shall be a flush
mounted type with rain cap installed on side or end of sound attenuated enclosure.
2.02
TRAILER, SOUND ATTENUATED ENCLOSURE, BASE FUEL TANK
A.
Sound attenuating enclosure with a maximum sound rating of 55 dBA at 10 feet. The
enclosure shall incorporate the exhaust silencer and have engine radiator air cowling to
minimize the noise outside of the generator enclosure.
B.
The generator shall be installed on a portable trailer setup for towing behind a pickup truck.
C.
The generator enclosure shall have a female type receptacle attached to the generator
enclosure to match the 200 amp, 600 volt plug on one end of the 50 power cable.
1.
Provide a 50 foot power cable sized for a generator output of 200 amps at 240 volt or
150 amps at 480 volts, three phase with ground.
O:41052-006S16622.doc622:03-01-10
16622-8
North Miami Beach
N.E. 172nd Street – Phase 2
2.
Provide Crouse-Hinds 200 amp, 600 volt male to female plugs on the cable. These
plugs shall match the male plug on the pump station local control panels and shall
match the female receptacle provided on the generator enclosure. It is the intent for
the CITY to be able to easily attach a single cable assembly between the portable
generator and the pump station loads. The cable shall be 600 volt rated to carry a
200 amp load at the 240 volt generator output or similar load at 480 volt. The cable
shall be comprised of stranded flexible cable similar to welding cable.
D.
Base Fuel Tank: Provide a base diesel fuel tank with a capacity for a minimum of 36 hours
operating at generator full rated load. Fuel system shall be equipped for automatic
unattended operation. The fuel tank shall be a standard product of the manufacturer of the
engine-generator set. The tank shall be UL and Miami-Dade listed, made of aluminized
steel with welded construction, and pressure tested to 5 PSI.
E.
The fuel system shall be provided with the following:
1.
High Fuel (red) - Latching fault, indicates fuel level near overflow, closes N/O dry
contacts
2.
Low Fuel (red) - Latching fault, indicates valve failure or operating float switch failure,
closes N/O dry contacts
PART 3 - EXECUTION
3.01
A.
3.02
INSTALLATION
Installation shall comply with applicable state and local codes as required by the authority
having jurisdiction. Install equipment in accordance with manufacturer's instructions and
instructions included in the listing or labeling of UL listed products. The installation shall be
a complete portable generator system as described in this document.
TESTING
A.
To provide proven reliability of the system, three series of tests shall be performed:
Prototype Model Tests, Production Model Tests, and Field Tests. The manufacturer shall
provide documentation demonstrating satisfactory prototype and production test results.
Generator sets that have not been prototype tested and factory tested at 0.8 PF will not be
acceptable.
B.
Generator Set Factory Prototype Tests And Evaluation
These tests and evaluations must have been performed on a prototype generator set
representative of the Model specified. A summary of the generator set testing results shall
be submitted for review. The manufacturer's standard series of component development
tests on the generator system, engine, and other major components shall also be
performed and available for review, but shall not be acceptable as a substitute for prototype
testing on the complete representative generator set prototype.
1.
Torsiongraph Analysis and Test: The manufacturer of the generator set shall verify
that the engine-generator set, as configured, is free from harmful torsional stresses.
O:41052-006S16622.doc622:03-01-10
16622-9
North Miami Beach
N.E. 172nd Street – Phase 2
The analysis shall include correlation of empirical data from tests on a representative
prototype. The empirical data must include spectrum analysis of the torsional
transducer output within the operating speed range of the engine-generator set.
Calculations based on engine and generator separately are not acceptable.
2.
Temperature Rise Test: Complete thermal evaluation of a prototype generator rotor
and stator must include actual measurement of internal generator and exciter
temperatures by embedded detector method, and measurement of average
temperature rise by resistance method. No position measured any place in the
windings may exceed the temperature rise limits of NEMA for the particular type of
insulation system used. Resistance method temperature rise data shall be
confirmed by a full load test on the generator set prototype to include conducted and
radiated heat from the engine.
3.
Short Circuit Test: A test on a prototype generator set shall have demonstrated that
the generator set is designed to withstand the mechanical forces associated with a
short circuit condition. With the generator set operating at rated load and speed, the
generator terminals must be short circuited on all three phases for a duration of 20
seconds. At the conclusion of this test, the generator set must be capable of full load
operation.
4.
Endurance Run Test: A minimum of five hundred (500) continuous hours of
endurance testing with a representative generator set prototype operating as defined
by the manufacturer's standby rating shall have been performed. Endurance testing
shall be used to verify structural soundness and durability.
5.
Maximum Power Test: With the prototype generator set at normal operating
temperature and with all power consuming auxiliaries in place, the maximum power
available at rated speed shall be determined with the governor set at its fuel stop.
The generator set shall maintain this power for a minimum of two minutes.
6.
Linear Vibration Test: A test for in-line motion of components occurring along a
repeatable path shall meet the manufacturer's acceptance criteria.
7.
Cooling System Test: A cooling system test shall demonstrate the ability of the
generator set cooling system to maintain normal operating temperature while
operating at full rated load and power factor at the highest ambient temperature of
the system rating. Cooling air requirements, radiator airflow and maximum allowable
restriction at radiator discharge, shall be verified by this test.
8.
Maximum Motor Starting kVA: Motor starting kVA shall be determined by test, based
on a sustained RMS recovery voltage of at least 90% of no load voltage with the
specified load kVA at near zero power factor applied to the generator set. Transient
Response, Steady-state Speed Control, and Voltage Regulation: Prototype
generator set tests shall demonstrate consistent performance as follows; stable
voltage and frequency at all loads from no load to full rated load, consistent
frequency bandwidth with steady-state load, maximum voltage and frequency dip on
load acceptance and rejection, and restoration to steady state after sudden load
changes. Transient response is a complete generator set (engine, generator,
exciter, and regulator) performance criteria and cannot be established based on
generator data alone.
O:41052-006S16622.doc622:03-01-10
16622-10
North Miami Beach
N.E. 172nd Street – Phase 2
C.
Factory Tests
Factory tests shall include all standard tests normally performed at the factory to assure
quality control prior to shipment and the on-site acceptance test.
D.
On-Site Acceptance Test
1.
1.
2.
The Engineer/Owner shall witness a three (3) hour full load test at the Owners site of
delivery for the generator. The test shall be done at both output voltages. The first
two (2) hours of test shall be at 480 V full load following immediately with 1 hour at
240 volts output. The Contractor shall provide a load bank at the site for the test.
The Contractor shall fill the fuel tank prior to the test and monitor fuel usage during
the test. The generator vendor shall perform the test, logging (via computer) the
following minimum parameters:
a.
Operating time
b.
Temperatures
c.
kVA
d.
kW
e.
Amps
f.
Voltage
g.
Oil pressure
h.
All other indications available on the generator.
Additionally the following tests shall be demonstrated during the on-site testing
a.
A one step rated load pickup test in accordance with NFPA 110
b.
Monitor voltage regulation
c.
Transient and steady-state governing
d.
Single step load pickup
e.
Sound dBA value testing
f.
Fuel consumption
g.
Safety shutdowns
All test parameters shall be monitored via a portable computer. An electronic copy of
the report shall be provided at the end of the test. Additionally, a full report shall be
provided for installation into the O&M manual.
- END OF SECTION -
O:41052-006S16622.doc622:03-01-10
16622-11
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 16900
SUBMERSIBLE PUMP LEVEL CONTROL PANEL
PART 1 -- GENERAL
1.01
A.
1.02
A.
THE REQUIREMENT
Furnish and install a complete level control system. The system shall include, but not be
limited to the following components:
RELATED DOCUMENTS
Drawings and General Provisions of the Contract, including General and Supplementary
Conditions, and Division 1 Specification Sections, apply to work of this Section. Other
Specification Sections related to work specified in this Section are as follows:
1.
All electrical sections (Division 16).
2.
All instrumentation sections (Division 17).
PART 2 -- PRODUCTS
A.
The Control Panel shall be designed and built as integrated, prewired equipment. It
shall control the operation of two pumps, via float controlled levels in the wet well.
B.
The control panel shall include but not be limited to the following (see drawings for more
details):
•
Nema 4X-316 Stainless Steel enclosure
•
All hardware shall be stainless steel.
•
Main and generator circuit breakers
•
Motor starters (controllers)
•
Level indicator
•
Auxiliary circuit breakers
•
Fuses
•
Lightning and surge protection
•
Phase detectors for each motor
•
Control power transformer
•
Pilot lamps shall be LED type
O:41052-006S16900.doc900:03-01-10
16900-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
•
Elapsed time hour meters for each pump
•
Elapsed time hour meter to total when two pumps run simultaneously
•
Alternator
•
Hand switches
•
Relays
•
Terminal strips
•
Wire gutters
•
Alarm bell and light
•
Generator Outlet
•
Indicator lamp test pushbutton or push to test lamps
•
Float control with momentary override switches for testing.
•
Plus all other devices shown on the plans.
•
Intrinsically safe barriers for float switches
•
SCADA equipment – supplied by others but installed by this panel builder.
The above equipment shall be properly sized and configured for each station. See
drawings for electrical load requirements.
C.
Circuit breakers shall be thermal magnetic, molded case, Square D, type FA, or
approved equal.
D.
Motor controllers shall be sized as indicated on the Plans, with overloads to match the
supplied motors. Two sets of N.O/N.C. spare contacts shall be provided in the sewage
pump starter. Motor controllers to be Square D, Cutler Hammer or equal.
E.
All external wiring shall terminate in a terminal block, Square D type G class 9080, or
approved equal. Terminal block shall be laid out and numbered as shown on the
drawings.
F.
Relays shall be socket-mounted for ease of replacement, Square D type K Class 8501,
or approved equal.
G. Lamps (LED type), push buttons and switches shall be heavy duty oil-tight/watertight,
Square D, type K Class 9001, or approved equal.
H.
Elapsed time meters shall be provided to indicate total running time of each sewage
pump and both pumps simultaneously in "hours" and "tenths of hours". Meters shall be
Eagle Signal Series HK or approved equal.
I.
The duplex pump level control panel shall be by QCI or approved equal.
O:41052-006S16900.doc900:03-01-10
16900-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
2.02
SUSPENDED FLOAT SWITCHES
A.
Level switches of the direct acting float-operated design shall be comprised of a sealed,
approximately 5 inch diameter plastic casing float, containing mercury switches and
flexibly supported by means of a heavy neoprene or PVC jacket, with three conductor
cable a minimum of 30 feet in length. Unless otherwise specified, media specific gravity
is .95 to 1.05. Mercury switches shall be one normally open and one normally closed
5A-115V AC capacity. Float hangers and supports shall be provided as shown on the
installation detail drawings. Float switches shall be as manufactured by Flygt or
approved equal.
B.
Mercury Float Switch shall have molybdenum contacts sealed in a double-walled float of
plastic material resistant to inorganic salt solutions, alkalis and mineral acids.
C.
The Electrical Cable shall be PVC type STO #18 conductors. Cable lengths shall be
field verified prior to ordering.
D.
Switch shall be Flygt, Anchor Scientific or approved equal.
2.03
LIGHTNING AND SURGE SUPPRESSION
A.
Lightning Arrestor shall be a 3-pole; 650 volt thyrite secondary arrestor approved for use
in U.L. approved panels. Lightning Protection shall be a innovative technology model
AP- 2 77 1480 or approved equal.
B.
Surge Capacitor shall be a 3-pole, 650 volt, 1.0 mfd. capacitor approved for use in U.L.
approved panels. It shall be a DELTA -CA603, or approved equal.
C.
Provide separate NEMA.4X-316 stainless steel enclosure if above lightning & surge
equipment are not installed in level control panel.
2.04
A.
REMOTE TELEMETRY PANEL
Telemetry (SCADA) equipment shall be provided by others and installed by this panel
builder. It is the intent to integrate the SCADA equipment within this panel to provide the
listed signals to the remote base station.
PART 3 -- EXECUTION
(NOT USED)
- END OF SECTION -
O:41052-006S16900.doc900:03-01-10
16900-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
TABLE OF CONTENTS
CITY OF NORTH MIAMI BEACH
N.E. 172ND STREET
STORMWATER SYSTEM IMPROVEMENTS
PHASE 2
TECHNICAL SPECIFICATIONS
BID PACKAGE
DIVISION 1 - GENERAL REQUIREMENTS
01010
01015
01025
01040
01070
01090
01300
01400
01510
01530
01540
01550
01560
01600
01660
01700
Summary of Work
City Furnished Equipment and Services
Measurement and Payment
Coordination
Abbreviations
Reference Standards
Submittals
Quality Control
Temporary Utilities
Protection of Existing Facilities
Demolition and Removal of Existing Structures and Equipment
Site Access and Storage
Temporary Environmental Controls
Materials and Equipment
Equipment Testing and Startup
Project Closeout
DIVISION 2 - SITEWORK
02010
02050
02110
02222
02224
02276
02368
02369
02500
02510
02526
Subsurface Exploration
Demolition
Clearing and Grubbing
Excavation and Backfill for Utilities
Excavation and Backfill for Structures
Temporary Sedimentation and Erosion Control
Auger Cast Piles
Steel Sheet Piping
Surface Restoration
Asphaltic Concrete Pavement
Concrete Pavement, Curbs, and Walkways
O:41052-006TOC.doc:06-02-10
TOC-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
DIVISION 3 - CONCRETE
03100
03200
03290
03300
03315
03350
03370
03480
Concrete Formwork
Concrete Reinforcement
Joints in Concrete
Cast-in-Place Concrete
Grout
Concrete Finishes
Concrete Curing
Precast Concrete Manholes, Handholes and Vaults
DIVISION 4 - MASONRY
NOT USED
DIVISION 5 - METALS
05010
05050
05531
Metal Materials
Metal Fastening
Grating, Floor Plates and Access Hatches
DIVISION 6 - WOOD AND PLASTICS
NOT USED
DIVISION 7 - THERMAL AND MOISTURE PROTECTION
07160
Bituminous Damproofing
DIVISION 8 - DOORS AND WINDOWS
NOT USED
DIVISION 9 - FINISHES
09850
Painting
DIVISION 10 - SPECIALTIES
NOT USED
O:41052-006TOC.doc:06-02-10
TOC-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
DIVISION 11 - EQUIPMENT
11000
11130
11190
Equipment General Provisions
Submersible Non-Clog Pumps
Pumps, General
DIVISION 12 - FURNISHINGS
(NOT USED)
DIVISION 13 - SPECIAL CONSTRUCTION
13010
13020
Drainage Well
Water Quality Structure
DIVISION 14 - CONVEYING SYSTEMS
(NOT USED)
DIVISION 15 - MECHANICAL CONSTRUCTION
15000
15002
15006
15009
15010
15100
15105
15109
15114
Piping, General
Reinforced Concrete Pipe
Ductile Iron Pipe
N-12 HP Pipe
Mill Piping - Exposed and Buried
Valves, General
Check Valves
Plug Valves
Miscellaneous Valves
DIVISION 16 - ELECTRICAL
16050
16110
16120
16195
16440
16622
16900
Electrical General Provisions
Raceways
Wires and Cables
Electrical Identification
Disconnect Switches
Emergency / Standby Portable Power System
Submersible Pump Level Control Panel
O:41052-006TOC.doc:06-02-10
TOC-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
DIVISION 17 - INSTRUMENTATION
17130
Remote Telemetry Units
O:41052-006TOC.doc:06-02-10
TOC-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 17130
REMOTE TELEMETRY UNITS
PART 1 -- GENERAL
1.01
SCOPE
A.
The CONTRACTOR shall furnish, install and test one (1) microprocessor Remote
Terminal Unit (RTU) at the NE 172nd Street Stormwater Pump Station. The new RTU
shall monitor and control five (5) Stormwater Pumps and one (1) Emergency Generator.
The new RTU shall report via radio to the existing SCADA RTU system currently
monitoring the wastewater lift stations scattered throughout the City of North Miami
Beach. The new RTU shall include SCADAPack ControlMicro System PLC, UPS,
radio, radio antenna, accessories, enclosure to house all the electrical components,
and appurtenances as specified herein. The System shall include all materials, labor,
tools, documentation and RTU/PLC programming required to operate the Stormwater
Pump Station.
B.
The existing central station SCADA/HMI workstation shall be expanded by the
ENGINEER by creating new graphics to monitor and control the Stormwater Pump
Station site.
C.
The new RTU shall consist of the major components listed below, with all the
associated appurtenances required to properly operate the Stormwater Pump Station,
and shall include the following:
1.
One (1) Remote Telemetry Unit (RTU) to monitor and control five (5) stormwater
pumps composed of an RTU panel, SCADAPack PLC, antenna, cable, UPS and
12/24 VDC power supplies and other appurtenances as specified and shown in the
project documents.
2.
Furnish ten (10) Level Suspended Float Switches to control the Start/Stop of the
pumps and the Low and High Wet Well Level Alarms. The Level Suspend Flow
Switches shall be Anchor Scientific Eco-Float mercury free units with 50 ft. of cable
and SPDT switch. The float shall be 3 ½” in diameter and 4 ½” high.
3.
Spare parts and system documentation as specified.
D.
Radio Propagation study shall be performed by the CONTRACTOR to the new RTU
Station to verify that the strength of the radio signal shall be capable of transmitting
reliable data to the central station.
E.
These specifications are intended to provide 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. This equipment shall incorporate the highest standards for the
type of service described herein.
1.02
A.
SUBMITTALS
The CONTRACTOR shall provide four (4) sets of each submittal to the ENGINEER for
approval. Two (2) copies of the submittals will be marked as "Furnish as Submitted",
O:41052-006S17130.doc:05-2010
17130-1
North Miami Beach
nd
N.E. 172 Street – Phase 2
"Furnish as Corrected", or "Revise and Resubmit" and returned to the CONTRACTOR
within fourteen (14) days of receipt. Submittals marked "Revise and Resubmit" shall be
resubmitted for review. The CONTRACTOR shall not proceed with fabrication or
delivery of products or materials whose submittals have been returned marked "Revise
and Resubmit".
B.
Submittals shall include, but not be limited to, layout drawings, shop drawings etc. The
CONTRACTOR shall be responsible for securing all of the information necessary to
prepare submission drawings required and necessary under this Contract. The
CONTRACTOR shall secure such information from all possible sources including the
Contract Drawings, drawings prepared by engineers, manufacturers, suppliers, site
visits etc.
C.
The submission drawings shall accurately and clearly present the following:
1.
All working and installation dimensions including required or recommended
installation space in the pump control panel provided by others.
2.
Arrangement and sectional views.
D.
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.
E.
Product data shall include materials of construction, dimensions, performance
characteristics, capacities, wiring diagrams, and controls, etc.
1.03
DOCUMENTATION
A.
All documentation shall be delivered to the OWNER/ENGINEER prior to final
acceptance of the equipment in accordance with the Contract Documents.
B.
If any documentation or other technical information submitted is considered proprietary,
such information shall be designated. Documentation or technical information which is
designated as being proprietary will be used only for the construction, operation, or
maintenance of the System and, to the extent permitted by law, will not be published or
otherwise disclosed.
1.04
A.
EQUIPMENT GUARANTEES
The CONTRACTOR shall guarantee the unit and its ancillaries against mechanical,
electrical or any malfunction for one (1) year beginning at the time of final acceptance of
the equipment by the Owner.
PART 2 -- EQUIPMENT
2.01
A.
REMOTE TELEMETRY UNITS AND APPURTENANCES
The RTU panel shall be 316SS NEMA 4X assembled with surrounding cooling plates.
The RTU panel shall also be UL approved and completed with Internal Light Drip,
O:41052-006S17130.doc:05-2010
17130-2
North Miami Beach
nd
N.E. 172 Street – Phase 2
Shield Kit, padlock to lock the panel, intrusion switch and 15 AMP 120V duplex
receptacles.
B.
The Remote Telemetry Unit shall be equipped with a SCADAPack Programmable Logic
Controller high performance 32-bit processor with 10/100 base ethernet port,
expandable I/O module to comply with the specified digital inputs and digital outputs
requirement. The SCADAPack Programmable Logic Controller PLC shall serve as an
interface to accumulate, process, transmit and receive discrete equipment status,
alarms, and control messages between the RTU and central station. The RTU may
serve as a STORE and FORWARD repeater in order to overcome RF coverage
problems. It shall receive data from other RTUs, store the data in memory, and
transmit the data to the base station when the communication channel is available.
C.
Each RTU shall be PLC based, with sufficient battery backed RAM, or EEPROM non
volatile backup memories to provide all discrete and analog status, monitoring and
control functions and shall be designed to operate in an outdoor industrial environment.
D.
The programmable controller shall be designed to operate in an industrial environment.
The PLC shall be capable of operation in an ambient temperature range of -40°C to
70°C and a relative humidity of 5-95 percent, non-condensing.
E.
All components of the PLC system shall be of the same manufacturer who is regularly
engaged in the manufacture of programmable controllers. The manufacturer shall have
fully tested units similar to that being furnished in an industrial environment with
associated electrical noise.
The processing unit shall perform the operations
functionally described herein based on the program stored in memory and the status of
the inputs and outputs.
F.
The processor and its associated memory shall be enclosed in a modular sheet metal
enclosure. Memory shall consist of battery-backed RAM which shall retain the control
program in the event of AC power loss. Memory shall be not less than 12K user logic
(words) for any PLC and shall be adequate for all control functions specified.
G.
Programmable controller and accessory equipment shall be manufactured by Control
Microsystems. NO SUBSTITUTIONS.
H.
The 120V AC main power to the RTU enclosure shall be protected by surge arrestor
and an internal Uninterruptible Power System (UPS) that shall be capable of providing,
at a minimum, 30 minutes of full load backup in the event of 120V AC power loss.
I.
Digital inputs shall be 24 VDC from field dry contracts. Individual inputs shall be
optically isolated from system bus or other I/O Modules. The modules shall have LED's
to indicate status of each discrete input. The 24 VDC power supplies shall be integral
to the SCADA panel. Surge protectors shall be provided for all the digital inputs.
J.
Digital outputs shall be 120 VAC 5 AMPS relay contacts. The modules shall have
LED's to indicate status of each discrete output.
2.02
A.
RTU RADIO SYSTEM
The RTU radio system shall provide half duplex communications between units utilizing
radio as the communications media.
The base station and remote station
O:41052-006S17130.doc:05-2010
17130-3
North Miami Beach
nd
N.E. 172 Street – Phase 2
communications interface shall be capable of operating in an environment with an
operating temperature range of -30 degrees Celsius to 60 degrees Celsius, 0-95
percent relative humidity (non-condensing at 40 degrees Celsius).
B.
Radios shall utilize the Spread Spectrum (902-928 MHz) frequency band.
C.
Radios shall be solid state, and shall operate at 902-928 MHz Spread Spectrum on a
25 KHz bandwidth. The radio shall be "smart" type and shall be capable of store and
forward and/or sub-mastering configurations as appropriate to meet the system
coverage requirements.
D.
The remote station radio shall include the following:
1.
Data Rate: 9600 bps asynchronous
2.
Temperature: Full performance from -30 degrees Celsius to 60 degrees Celsius,
(0 to 95 percent RH non-condensing)
3.
Antenna Connection: Type N
4.
Frequency Hopping Range: 1019 frequencies selectable in 128 frequency zones
5.
Individual Transmitter and Receiver Alarms: Led indicator
6.
Transmitter:
7.
a.
Output power (at antenna port): 1 Watt (+30dBm) maximum, adjustable to
0.25 Watt (+20 dBm).
b.
Duty Cycle: 100 percent continuous at 1 Watt over -30 degrees Celsius to
+60 degrees Celsius.
c.
Output frequency: 902 - 928 MHz
d.
Modulation: Binary CPFSK
e.
Spurious Emissions: 60 dBc
f.
Harmonic Emissions: 80 dBc
g.
Output Impedance: 50 Ohms
Receiver:
a.
Type: Double Conversion Superheterodyne
b.
Input frequency: 902 - 928 MHz
c.
Intermodulation (EIA): 75 dB minimum (EIA)
d.
Desensitization (EIA): 65 dB minimum (EIA) on 25 KHz channels
e.
Spurious Rejection: 70 dB minimum
f.
RSSI Range: -50 dBm to -120 dBm
O:41052-006S17130.doc:05-2010
17130-4
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
Modems shall be integral to the radios.
F.
The remote station radio shall be GE MDS, Inc. Model 9810 Series radio transceiver.
2.03
RTU COMMUNICATIONS INTERFACE
A.
2.04
Since the existing communications protocol between the existing central station and the
existing remote lift stations is MODBUS, the new Stormwater Pump Station shall
duplicate the MODBUS requirements, including the data transmission rate that shall be
set to operate at 9600 Baud (asynchronous) in RTU mode.
RTU ANTENNA AND ACCESSORIES
A.
The antenna shall be a 10 dB gain directional yagi antenna designed for the associated
RTU radio equipment. RTU antenna shall be heavy duty pole mounted directional type
furnished with line adapter, stainless steel mounting hardware, lightning protector and
appurtenances. All connections shall be type N. Antenna and accessories shall be as
manufactured by Kathrein-Scala Model TY-900.
B
The transmission cable between the antenna and the remote radio shall be coaxial low
loss, jacketed, 1/2 inch foam heliax, Andrews Corp. type FSJ4-50B, or equal.
CONTRACTOR shall provide a minimum of thirty (30) feet of cable for each RTU.
C
Lightning suppressors shall be furnished on all antenna coaxial feed lines, and they
shall be rated for the operating power and frequency. Lightning suppressors shall be
PolyPhaser Corp. IS-50 LN-C2.
2.05
PROCESS I/O SCHEDULE
A.
The process I/O schedule is a written tabulation of the minimum required signals and
their process control unit interface points as shown on the P & I drawings or specified
elsewhere. Additional space inputs/outputs completely wired and protected shall be
provided for future need.
NUMBER ID
DESCRIPTION
PLC I/O
TYPE
SCALE / STATUS
PLC/RTU
02-YN1-010
Pump No. 1
DI
Run Status
02-RTU-001
02-YA-010
Pump No. 1
DI
Fail Alarm
02-RTU-001
02-YN2-010
Pump No. 1
DI
Pump Enable
02-RTU-001
02-YN3-010
Pump No. 1
DI
Pump Disable
02-RTU-001
02-YN4-010
Pump No. 1
DI
Pump in Hand
02-RTU-001
02-YN5-010
Pump No. 1
DI
Pump in Auto
02-RTU-001
02-ZS-010
Pump No. 1 Check Valve
DI
Flow Fail Alarm
02-RTU-001
02-HS1-010
Pump No. 1
DO
Enable / Disable
02-RTU-001
O:41052-006S17130.doc:05-2010
17130-5
NOTES
North Miami Beach
nd
N.E. 172 Street – Phase 2
NUMBER ID
DESCRIPTION
PLC I/O
TYPE
SCALE / STATUS
PLC/RTU
02-HS2-010
Pump No. 1
DO
Start / Stop
02-RTU-001
02-HS3-010
Pump No. 1
DO
Level Alarm Reset
02-RTU-001
02-HS4-010
Pump No. 1
DO
Silence Alarm Horn 02-RTU-001
02-YN1-010
Pump No. 2
DI
Run Status
02-RTU-001
02-YA-010
Pump No. 2
DI
Fail Alarm
02-RTU-001
02-YN2-010
Pump No. 2
DI
Pump Enable
02-RTU-001
02-YN3-010
Pump No. 2
DI
Pump Disable
02-RTU-001
02-YN4-010
Pump No. 2
DI
Pump in Hand
02-RTU-001
02-YN5-010
Pump No. 2
DI
Pump in Auto
02-RTU-001
02-ZS-010
Pump No. 2 Check Valve
DI
Flow Fail Alarm
02-RTU-001
02-HS1-010
Pump No. 2
DO
Enable / Disable
02-RTU-001
02-HS2-010
Pump No. 2
DO
Start / Stop
02-RTU-001
02-HS3-010
Pump No. 2
DO
Level Alarm Reset
02-RTU-001
02-HS4-010
Pump No. 2
DO
Silence Alarm Horn 02-RTU-001
02-YN1-010
Jockey Pump No. 3
DI
Run Status
02-RTU-001
02-YA-010
Jockey Pump No. 3
DI
Fail Alarm
02-RTU-001
02-YN2-010
Jockey Pump No. 3
DI
Pump Enable
02-RTU-001
02-YN3-010
Jockey Pump No. 3
DI
Pump Disable
02-RTU-001
02-YN4-010
Jockey Pump No. 3
DI
Pump in Hand
02-RTU-001
02-YN5-010
Jockey Pump No. 3
DI
Pump in Auto
02-RTU-001
02-ZS-010
Jockey Pump No. 3
Check Valve
DI
Flow Fail Alarm
02-RTU-001
02-HS1-010
Jockey Pump No. 3
DO
Enable / Disable
02-RTU-001
02-HS2-010
Jockey Pump No. 3
DO
Start / Stop
02-RTU-001
02-HS3-010
Jockey Pump No. 3
DO
Level Alarm Reset
02-RTU-001
02-HS4-010
Jockey Pump No. 3
DO
Silence Alarm Horn 02-RTU-001
O:41052-006S17130.doc:05-2010
17130-6
NOTES
North Miami Beach
nd
N.E. 172 Street – Phase 2
NUMBER ID
DESCRIPTION
PLC I/O
TYPE
SCALE / STATUS
PLC/RTU
NOTES
02-YN1-010
Pump No. 4
DI
Run Status
02-RTU-001
02-YA-010
Pump No. 4
DI
Fail Alarm
02-RTU-001
02-YN2-010
Pump No. 4
DI
Pump Enable
02-RTU-001
02-YN3-010
Pump No. 4
DI
Pump Disable
02-RTU-001
02-YN4-010
Pump No. 4
DI
Pump in Hand
02-RTU-001
02-YN5-010
Pump No. 4
DI
Pump in Auto
02-RTU-001
02-ZS-010
Pump No. 4 Check Valve
DI
Flow Fail Alarm
02-RTU-001
02-HS1-010
Pump No. 4
DO
Enable / Disable
02-RTU-001
02-HS2-010
Pump No. 4
DO
Start / Stop
02-RTU-001
02-HS3-010
Pump No. 4
DO
Level Alarm Reset
02-RTU-001
02-HS4-010
Pump No. 4
DO
Silence Alarm Horn 02-RTU-001
02-YN1-010
Pump No. 5
DI
Run Status
02-RTU-001
Future
02-YA-010
Pump No. 5
DI
Fail Alarm
02-RTU-001
Future
02-YN2-010
Pump No. 5
DI
Pump Enable
02-RTU-001
Future
02-YN3-010
Pump No. 5
DI
Pump Disable
02-RTU-001
Future
02-YN4-010
Pump No. 5
DI
Pump in Hand
02-RTU-001
Future
02-YN5-010
Pump No. 5
DI
Pump in Auto
02-RTU-001
Future
02-ZS-010
Pump No. 5 Check Valve
DI
Flow Fail Alarm
02-RTU-001
Future
02-HS1-010
Pump No. 5
DO
Enable / Disable
02-RTU-001
Future
02-HS2-010
Pump No. 5
DO
Start / Stop
02-RTU-001
Future
02-HS3-010
Pump No. 5
DO
Level Alarm Reset
02-RTU-001
Future
02-HS4-010
Pump No. 5
DO
Silence Alarm Horn 02-RTU-001
Future
02-YN1-001
Station Control
DI
Local / RTU
02-RTU-001
02-LSLL011
Wet Well Level
DI
Low /Low Level
Alarm
02-RTU-001
02-LSL-012
Wet Well Level
DI
Jockey & Lead
02-RTU-001
O:41052-006S17130.doc:05-2010
17130-7
North Miami Beach
nd
N.E. 172 Street – Phase 2
NUMBER ID
DESCRIPTION
PLC I/O
TYPE
SCALE / STATUS
Pumps Off
PLC/RTU
02-LSH-013
Wet Well Level
DI
Jockey Pump On
02-RTU-001
02-LSH-014
Wet Well Level
DI
Lead Pump On
02-RTU-001
02-LSL-015
Wet Well Level
DI
Lag Pumps Off
02-RTU-001
02-LSH-016
Wet Well Level
DI
Lag 1 Pump On
02-RTU-001
02-LSH-017
Wet Well Level
DI
Lag 2 Pump On
02-RTU-001
02-LSHH-018
Wet Well Level
DI
High Level Alarm
02-RTU-001
02-YN2-001
RTU Power
DI
Power Loss Alarm
02-RTU-001
02-YN3-001
Station Intrusion
DI
Intrusion Alarm
02-RTU-001
02-YN1-002
Generator
DI
Run Status
02-RTU-001
02-YN2-002
Generator
DI
Warning Alarm
02-RTU-001
02-YN3-002
Generator
DI
Fail Alarm
02-RTU-001
02-LSL-002
Generator Fuel Level
DI
Low Level Alarm
02-RTU-001
02-LSH-002
Generator Fuel Leak
Detection
DI
Alarm
02-RTU-001
NOTES
Note: Provide 10 digital inputs and 5 digital outputs spare points fully wired for future need.
PART 3 -- EXECUTION
3.01
A.
3.02
SHIPPING HANDLING AND STORAGE
In addition to shipping, handling and storage requirements specified elsewhere in the
Contract Documents, air conditioning / heating shall be provided for storage of all field
instrumentation, panels, digital equipment and ancillary devices to maintain
temperatures between 20 and 25 degrees C; relative humidity 40 to 60 percent without
condensation. The air shall be filtered and free of corrosive contaminants and
moisture.
INSTALLATION
A.
All instrumentation and control system installation work shall conform to the codes and
standards outlined in this Section, and other portions of the Contract Documents.
B.
The CONTRACTOR shall assign a competent representative who shall provide full time
coordination and supervision of all on-site computer control system construction work
O:41052-006S17130.doc:05-2010
17130-8
North Miami Beach
nd
N.E. 172 Street – Phase 2
from commencement of plant construction through completion and final acceptance.
C.
All labor shall be performed by qualified craftsmen in accordance with the standards of
workmanship in their profession and shall have had a minimum of five years of
documented experience on similar projects.
D.
All equipment and materials shall fit properly in their installations. Any required work to
correct improperly fit installations shall be performed by the CONTRACTOR at no
additional expense to the OWNER.
E.
The CONTRACTOR shall provide all required cutting, drilling, inserts, supports, bolts,
and anchors, and shall securely attach all equipment and materials to their supports.
Embedded supports for equipment furnished under this Division shall be provided and
installed as shown on the drawings.
F.
The CONTRACTOR completing all terminations and hardware checkouts shall provide
a minimum of two (2) weeks’ notice to the ENGINEER for programming the RTU.
G.
All signals shall terminate on terminal strips by number and in the order shown on the
drawings.
3.03
FIELD QUALITY CONTROL
A.
All system start-up and test activities shall follow detailed test procedures; check lists,
etc., previously approved by the ENGINEER. A meeting shall be held to review the test
schedule with all affected trades. Similarly, a meeting shall be held to review the day's
test results and to review or revise the next test schedule as appropriate. The
CONTRACTOR shall be responsible for coordination of meetings with all affected
trades.
B.
All mechanical equipment, equipment control panels, local control panels, field
instrumentation, control system equipment and related equipment and/or systems shall
be tested for proper installation, adjusted and calibrated on a loop-by-loop basis prior to
control system startup to verify that it is ready to function as specified. Each loop tested
shall be witnessed, dated and signed off by both the CONTRACTOR and the
ENGINEER upon satisfactory completion. After final loop testing the ENGINEER will
schedule the RTU programming.
C.
The Electrical subcontractor shall conform with the start-up, test and sign-off
procedures specified herein to assure proper function and coordination of all motor
control center control and interlock circuitry and the transmission of all discrete and/or
analog signals between equipment furnished by the Electrical CONTRACTOR and the
control system specified herein.
D.
Upon delivery to the project site, local control panels shall be fully inspected and tested
for function, operation and continuity of circuits. Upon completion of all interconnecting
wiring and control circuitry between control panels, motor control centers, equipment,
equipment control panels and related systems, the local control panels shall be fully
inspected and tested for function, operation and continuity of all circuits between the
local control panel and all connected devices. Tests shall be signed off on a
loop-by-loop basis. A log book shall be maintained for this purpose.
O:41052-006S17130.doc:05-2010
17130-9
North Miami Beach
nd
N.E. 172 Street – Phase 2
E.
3.04
Upon the satisfactory completion of all control panel installation tests, a certified report,
including all test documentation, shall be furnished to the OWNER / ENGINEER
together with a clear and unequivocal statement that the installed panels have been
successfully inspected and tested. The ENGINEER will review the control panel
installation tests in accordance with the Contract Documents.
CLEANING
A.
The CONTRACTOR shall thoroughly clean all soiled surfaces of installed equipment
and materials.
B.
Upon completion of the instrumentation and control work, the CONTRACTOR shall
remove all surplus materials, rubbish, and debris that has accumulated during the
construction work. The entire area shall be left neat, clean, and acceptable to the
Owner.
3.05
A.
B.
FINAL ACCEPTANCE
Final acceptance of the RTU Panel will be determined by the ENGINEER, and shall be
based upon the following:
1.
Receipt of acceptable start up completion and availability reports and other
documentation as required by the Contract Documents.
2.
Loop Test of all digital input and digital output functional testing of the entire
Stormwater Pump Station.
3.
Completion of all punch-list items that are significant in the opinion of the
ENGINEER.
Final acceptance of the System shall mark the beginning of the extended warranty
period.
PART 4 -- STORMWATER PUMP STATION DESCRIPTIONS
4.01
A.
PROCESS OVERVIEW
The Stormwater Pump Station is composed of one Jockey Submersible Pump 02-P-030
rated for 15HP, three submersible pumps, 02-P-010, 02-P-020, and 02-P-040 rated
35HP and one future submersible pump 02-P-050.
All the submersible pumps shall be completed with a MINI-CAS pump protection units
furnished by the pump vendor. The MINI-CAS shall monitor the motor temperature and
the moisture in the submersible pump motors.
B.
The stormwater pumps shall be controlled by a LEAD/LAG pump Logic Sequence by
interacting with the eight suspended level floats positioned in the stormwater wet well to
the following Level Elevations:
•
Low/Low Level Alarm
EL. - 0.5
•
Low Level All Pumps Off
EL. 0.0
O:41052-006S17130.doc:05-2010
17130-10
North Miami Beach
nd
N.E. 172 Street – Phase 2
C.
•
High Level Jockey Pump On
EL. +2.5
•
High Level Jockey Pump Off and Lead Pump On
EL. +3.0
•
Low Level Lags Pumps Off
EL. +3.0
•
High Level Lag #1 Pump On
EL. +3.5
•
High Level Lag #2 Pump On
EL. +4.0
•
High Level Alarm
EL. +4.5
The 15HP Jockey Pump shall always be the first pump to start in the sequence, but
when the level in the wetwell increases then the logic shall Start a 35HP Lead Pump and
Stop the Jockey Pump.
The Jockey Pump shall restart again only when all the stormwater pumps are Off
Service and the sequence is calling for one pump to run due to the level increase in the
wetwell.
4.02
A.
4.03
A.
CONTROL EQUIPMENT
The major control equipment provided to monitor and control the Stormwater Pump
Station are the following:
1.
Local Control Panel 02-LCP-001 – The Local Control Panel shall house pump
motor starters, 480 Volt three-phase power distribution, relay circuits to control the
Lead/Lag pump sequence, selector switches H/O/A to control the pumps, and pilot
lights to monitor the status of the pumps and the stormwater wetwell level alarms.
The Local Control Panel 02-LCP-001 shall be hardwired to the RTU Panel 02RTU-001 to remotely monitor and control the Stormwater Pump Station. The Local
Control Panel shall be capable of controlling the Stormwater Pump Station in
manual mode or in automatic mode.
2.
RTU Panel 02-RTU-001 – The RTU Panel shall house a Programmable Logic
Controller (PLC) programmed in Ladder Logic to control the Lead/Lag pump
sequence, radio and radio antenna communication to the RTU Central Station and
other auxiliary equipment such as I/O surge protectors, UPS and DC power supply.
The RTU shall interface with the Local Control Panel 02-LCP-001 to monitor and
control the pumps and to monitor the float level switched it the stormwater wetwell.
The PLC Ladder Logic program shall control the pump’s Lead/Lag sequence
completely, independent from the relay logic in the Local Control Panel 02-LCP001. The RTU Panel 02-RTU-001 shall communicate via radio to the central
station located at the Northwood Water Treatment Plant.
3.
Suspended Level Float Switches – Two (2) Level Float Switches shall provide
Low/Low and High Level alarms in the stormwater wetwell and the other six (6)
Level Float Switches shall control the Start/Stop of the pumps by monitoring the
level elevation in the stormwater wetwell.
STORMWATER PUMP STATION LOCAL CONTROL
The Local Control Panel 02-LCP-001 shall be capable of controlling the stormwater
O:41052-006S17130.doc:05-2010
17130-11
North Miami Beach
nd
N.E. 172 Street – Phase 2
pumps locally only if the Local/RTU selector switch is positioned in Local Mode. In Local
Mode the stormwater pumps shall operate as follows:
1.
When the pump H/O/A selector switch is positioned in the Hand position, the pump
shall run continuously.
2.
When the pump H/O/A selector switch is in the Off position, the pump will not
operate, inhibiting any other external command.
3.
When the pump H/O/A selector switch is in the Auto position, the pumps shall
Start/Stop under the control of the Relay Logic in the Local Control Panel 02-LCP001.
4.
With the Local/RTU Selector Switch positioned in Local Mode and the individual
pump HOA’s Selector Switch in Automatic Mode, the sequence shall operate the
stormwater pumps to a rising wetwell level as follows:
5.
4.04
A.
B.
•
When the level reaches elevation +2.5 feet, the Jockey Pump shall Start
•
At elevation +3.0 feet, the Lead Pump shall Start and the Jockey Pump
shall Stop only after a confirmation that the Lead pump is running
•
At elevation +3.5 feet, the Lag 1 Pump shall Start
•
At elevation +4.0 feet, the Lag 2 Pump shall Start
The Automatic Sequence shall operate the stormwater pumps to a decreasing
wetwell level as follows:
•
When the level in the wetwell decreases to +3.0 feet, the Lag 1 and Lag 2
pumps shall Stop
•
When the level decreases even further, to elevation 0.0 feet, the Lead
Pump shall Stop as well
STORMWATER PUMP STATION RTU CONTROL
When the Local / RTU Selector Switch is positioned in RTU Mode, the PLC in the RTU
Panel 02-RTU-001 shall control the Stormwater Pump Station and the workstation at the
Central Station located at Northwood Water Treatment Plant shall display the following:
1.
RTU Manual: Each stormwater pump can be manually controlled from the HMI /
SCADA workstation at the Base Station where the operators shall be able to Start /
Stop the Jockey Pump and the Lead / Lag Pumps.
2.
RTU Automatic: The stormwater pumps shall maintain the level elevation in the
stormwater wetwell by Starting / Stopping the pumps under the Lead /Lag Control
Logic Programmed in the RTU PLC.
The RTU / PLC shall control the Automatic Lead / Lag pumps sequence in accordance
with wetwell level float elevation and the pump rotation as described below:
O:41052-006S17130.doc:05-2010
17130-12
North Miami Beach
nd
N.E. 172 Street – Phase 2
C.
1.
The pumps shall operate in a Jockey / Lead / Lag 1 / Lag 2 pump sequence to
maintain the level in the stormwater wetwell. The operator shall either manually
enter the desired pump alternation sequence or select an automatic pump
alternation mode at the operator workstation.
2.
The RTU / PLC shall Start the Jockey Pump (when no pumps are running) when
the wetwell level reaches the level +2.5 elevation float switch after an adjustable
time delay initially set at 10 seconds.
3.
The RTU / PLC shall Start the Lead Pup immediately and 15 seconds later stop the
Jockey Pump when the level in the wetwell reaches elevation +3.0 feet for more
than 10 seconds.
4.
The RTU / PLC shall Start the Lag 1 Pump 10 seconds after the float level switch
in the wetwell reaches elevation +3.5 feet.
5.
The RTU / PLC shall Start the Lag 2 Pump 10 seconds after the float level switch
in the wetwell reaches elevation +4.0 feet.
6.
When the level in the wetwell decreases to elevation +3.0 feet for more than 10
seconds, Lag 1 and Lag 2 pumps shall Stop, and if the level decreases even
further, to elevation 0.0 feet, the Lead Pump shall Stop as well.
7.
The status of the level float switches shall be displayed at the Base Station
Operator Workstation together with the High / High and Low / Low Level Alarms.
Pumps shall periodically alternate to equalize pump run time as described below:
1.
In Automatic Lead / Lag Sequence Mode, the pumps shall be started and stopped
to equalize the run time of the pumps by starting the pump with the least run time
each time a pump is called to start. The Lead / Lag sequence pump shall be reevaluated each time all pumps are off.
2.
If the process has not caused pumps to alternate in either mode, pump shall
alternate every 24 hours (operator adjustable setpoint of 1-48 hours or never)
where the Lead Pump shall be demoted to Standby position and all remaining
pumps promoted one position.
3.
If the pump called to start fails to start after a time delay of 30 seconds, the next
available pump shall be started immediately.
D.
Pumps that fail to start or are out of service due to pump manual control, or pump failed,
shall not be ready for automatic control.
E.
The RTU / PLC shall shut down all operating pumps and generate an alarm at the
Operator Workstation upon low level in the wetwell. The RTU / PLC shall also generate
an alarm at the Operator Workstation upon a high level in the wetwell.
F.
The RTU / PLC Logic shall be provided to allow the operators to limit the number of
stormwater pumps to be active in the startup sequence by operating the Pump Enable /
Disable selector switch at the operator Workstation at the Base Station.
O:41052-006S17130.doc:05-2010
17130-13
North Miami Beach
nd
N.E. 172 Street – Phase 2
G. Pumps that are out of service, fault alarm, manual control or exceed the number of starts
(15 starts in one hour) shall be ignored during the Automatic Lead / Lag control
sequence, and kept out of service.
H.
The control strategy shall include the following operator adjustable control selections:
1.
Lead / Lag Automatic / Manual pump sequence selection mode.
2.
Lead / Lag Automatic Mode: The Lead / Lag pump selection sequence shall be
made based upon the accumulated pump run time. The pumps with less run time
shall be assigned by the logic as Lead Pumps and the second lower run time pump
shall be assigned as the first Lag Pump to run and so on for the other Lag pumps.
If the process has not caused the pumps to alternate a time rotation, in an operator
adjustable amount of time, the RTU / LC logic shall force the rotations.
3.
Lead / Lag Manual Mode: The Lead / Lag pump selection shall continue to operate
in the same order, without rotation, based upon a sequence entered by the
operator at the workstations in a RTU / HMI control plate as shown below. The
RTU / PLC shall not allow a pump to be assigned more than one role and shall
alert the operator if such a selection is made.
4.
Lead / Lag / Standby Pump Selection
Pump
Lead
1
X
2
Lag 1
Lag 2
Lag 3 (future)
X
3
X
4
X
Note: The Jockey Pump is not included in the table.
I.
The RTU/SCADA workstation at the Central Station shall display the status of the
stormwater pumps, emergency generator, the number of starts each pump accumulates
during a day, the pump’s runtime and the calculated Stormwater Station Effluent Flow
based upon the pump’s flow curves and their runtime.
- END OF SECTION -
O:41052-006S17130.doc:05-2010
17130-14
North Miami Beach
nd
N.E. 172 Street – Phase 2
SECTION 07160
BITUMINOUS DAMPPROOFING
PART 1 -- GENERAL
1.01
THE REQUIREMENT
A.
Prepare and prime surfaces to receive dampproofing.
B.
Apply bituminous dampproofing on exterior concrete surfaces below grade of new
structures installed under this Contract.
C.
Seal/caulk joints and protrusions through dampproofing.
D.
Place protective cover over applied dampproofing.
1.02
RELATED WORK SPECIFIED ELSEWHERE
A.
Section 03300 - Cast-in-Place Concrete
B.
Section 03315 – Grout
C.
Section 03480 – Precast Concrete Manholes, Handholes and Vaults
1.03
REFERENCE STANDARDS
A.
ASTM D41 - Primer for Use with Asphalt in Dampproofing and Waterproofing.
B.
ASTM D449 - Asphalt for Dampproofing and Waterproofing.
C.
ASTM D1668 - Glass Fiber Fabric Impregnated with Bitumen.
1.04
SUBMITTALS
A.
Submit product data in accordance with Section 01300 - Submittals.
B.
Submit manufacturer's product literature, specification data sheets and instructions for
application recommendations.
PART 2 -- PRODUCTS
2.01
A.
MATERIALS
Dampproofing: Epoxy, Coal Tar, Bitumastic No. 300M as manufactured by Carboline or
equal by Ameron.
(Continued on Next Page)
O:41052-006S07160.doc:03-01-10
07160-1
North Miami Beach
N.E. 172nd Street – Phase 2
PART 3 -- EXECUTION
3.01
DELIVERY, STORAGE AND HANDLING
A.
Deliver materials in manufacturer’s unopened containers identified with name, brand,
type, grade, class and all other qualifying information.
B.
Store materials in dry location to prevent damage or intrusion of foreign matter. Remove
damaged materials from the job site.
3.02
SURFACE PREPARATION
A.
Ensure surfaces are firm, dry and free from loose particles, cracks, pits, rough
projections, grease, oil and other foreign matter detrimental to adhesion and monolithic
application of dampproofing.
B.
Remove loose particles and foreign matter with scraper, wire brush or other effective
means. Remove grease or oil with safety solvent, effective alkaline cleaner or detergent.
If safety solvents are used, follow with an application of alkaline cleaner or detergent
scrub surfaces clean with water.
3.03
APPLICATION
A.
Apply bitumen in not less than two coats to a uniform thickness of not less than 16 mils
per coat for a total DFT of 32 mils. Allow no more than 24 hours curing time between
coats.
B.
Each coat shall be color coded with red as the base coat and black as the top coat.
3.04
PROTECTION
A.
Protect building from damage resulting from spillage, dripping and dropping of materials.
Repair work damages during dampproofing operations.
B.
Take precautions against fire and other hazards during delivery, storage and installation
of flammable materials. Comply with local ordinances and fire regulations in the
installation of hazardous materials.
- END OF SECTION -
O:41052-006S07160.doc:03-01-10
07160-2
North Miami Beach
N.E. 172nd Street – Phase 2
SECTION 09850
PAINTING
PART 1 -- GENERAL
1.01
A.
1.02
THE REQUIREMENT
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.
GENERAL INFORMATION AND DESCRIPTION
A.
All paint for concrete and metal surfaces shall be especially adapted for use around
water treatment plants and shall be applied in conformance with the manufacturer's
published specifications.
B.
All paint for final coats shall be fume resistant, compounded with pigments suitable for
exposure to gases, especially to hydrogen sulfide and to carbon dioxide. Pigments
shall be materials which do not tend to darken, discolor, or fade due to the action of
sewage gases. If a paint manufacturer proposes use of paint which is not designated
"fume resistant" in its literature, it shall furnish full information concerning the pigments
used in this paint.
C.
Coatings used in conjunction with potable water supply systems shall have U.S.
Environmental Protection Agency (EPA), National Science 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.
D.
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.
E.
All buildings, facilities, structures, and appurtenances, as indicated on the Drawings
and as specified herein, shall be painted with not less then 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-fittings, valves, mechanical equipment, motors,
conduit, and all other work which is obviously required to be painted unless otherwise
specified.
F.
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.
G.
The Contractor shall obtain all permits, licenses and inspections and shall comply with
all laws, codes, ordinances, rules and regulations promulgated by authorities having
O:41052-006S09850.doc:03-01-10
09850-1
North Miami Beach
N.E. 172nd Street – Phase 1
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.
1.04
MANUFACTURERS
All painting materials shall be as manufactured by Ameron, Carboline, Tnemec,
Sherwin Williams, or equal.
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 an acceptable manufacturer.
The
manufacturer shall assign a representative to inspect the application of his 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:
O:41052-006S09850.doc:03-01-10
09850-2
North Miami Beach
N.E. 172nd Street – Phase 1
1.07
1.
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.
2.
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 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:
a.
Methods of application
b.
Number of coats
c.
Thickness of each coat
d.
Total thickness
e.
Drying time of each coat, including primer
f.
Primer required to be used
g.
Primers not permitted
h.
Use of a primer
i.
Thinner and use of thinner
j.
Temperature and relative humidity limitations during application and after
application
k.
Time allowed between coats
l.
Protection from sun
m.
Physical properties of paint including solids content and ingredient analysis
n.
Surface preparation
o.
Touch up requirements and limitations
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 his absence.
C.
Inspection by the Engineer, or the waiver of inspection of any particular portion of the
work, shall not relieve the Contractor of his responsibility to perform the work in
accordance with these Specifications.
O:41052-006S09850.doc:03-01-10
09850-3
North Miami Beach
N.E. 172nd Street – Phase 1
D.
1.08
Where protective coatings are to be performed by a subcontractor, said subcontractor
must provide five 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 CITY of each installation for which
the painting subcontractor provided the protective coating.
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 workmen 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
A.
SURFACES NOT TO BE COATED
The following list of items shall not be coated unless otherwise noted.
1.
Encased piping or conduit.
2.
Stainless steel work, excluding external sand cast equipment surfaces.
3.
Clear PVC secondary containment piping.
4.
Galvanized checkered plate.
5.
Aluminum handrails, grating and checkered plate.
6.
Flexible couplings, lubricated bearing surfaces, and insulation.
7.
Packing glands and other adjustable parts of mechanical equipment.
8.
Finish hardware.
9.
Steel encased in concrete or masonry.
10. Plastic switch plates and receptacle plates.
11. Signs, nameplates, serial numbers, and operating instruction labels.
12. Any code-requiring labels, such as Underwriters' Laboratories and Factory Mutual,
or any equipment identification, performance rating, name or nomenclature plates.
O:41052-006S09850.doc:03-01-10
09850-4
North Miami Beach
N.E. 172nd Street – Phase 1
13. Any moving parts of operating units, mechanical and electrical parts, such as valve
and damper operators, linkages, sensing devices, motor and fan shafts, unless
otherwise indicated.
1.10
QUALITY WORKMANSHIP
A.
The Contractor shall be responsible for the cleanliness of his painting operations and
shall use covers and masking tape to protect the work whenever such covering is
necessary, or if so requested by the CITY. 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 CITY.
B.
Painting found defective shall be scraped or sandblasted off and repainted as the CITY
may direct. Before final acceptance of the work, damaged surfaces of paint shall be
cleaned and repainted as directed by the CITY.
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
A.
ADDITIONAL PAINT
At the end of the project, the Contractor shall turn over to the CITY one five-gallon 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
A.
MATERIALS
Table 09850-1 depicts the coatings referenced in Article 3.07, "Paint Schedule".
Table 09850-1
Product Listing
Reference
Number
B.
Manufacturers Reference
TNEMEC
Description
104
Polyamide Epoxy Primer
Series N69 -1211 Hi-Build Epoxoline II Primer
105
Polyamide Epoxy Topcoat
Series N69 - Color Hi-Build Epoxoline II Topcoat
110
Aliphatic Acrylic Polyurethane
Series 73 - Color Endura-Shield
No lead containing protective coating materials may be used on this project.
O:41052-006S09850.doc:03-01-10
09850-5
North Miami Beach
N.E. 172nd Street – Phase 1
2.02
A.
TRAFFIC PAINT
Paint for marking the new pavement 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 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 his 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.
O:41052-006S09850.doc:03-01-10
09850-6
North Miami Beach
N.E. 172nd Street – Phase 1
C.
3.04
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.
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
A.
SURFACE PREPARATION
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
specified, except that cadmium-plated, zinc-plated, or sherardized fasteners used
in assembly of equipment to be sandblasted shall be sandblasted in the same
O:41052-006S09850.doc:03-01-10
09850-7
North Miami Beach
N.E. 172nd Street – Phase 1
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 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
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,
O:41052-006S09850.doc:03-01-10
09850-8
North Miami Beach
N.E. 172nd Street – Phase 1
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 brush blasted per
SSPC-SP7 to produce the necessary "sandpaper texture" surface required for
satisfactory adherence of the paint.
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., 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
A.
Shop Painting
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
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
O:41052-006S09850.doc:03-01-10
09850-9
North Miami Beach
N.E. 172nd Street – Phase 1
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 ordinarily 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. However, all pumps, motors and other equipment shall
receive at least one (1) field-applied finish coat after installation.
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 09850-1.
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.
2. Surface Preparation: SSPC-SP6 Commercial Blast
3. Coating System:
C.
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
Metal Surfaces, Interior (Atmospheric) Exposure
O:41052-006S09850.doc:03-01-10
09850-10
North Miami Beach
N.E. 172nd Street – Phase 1
1.
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.
Piping, valves and supports.
b.
Miscellaneous steel shapes, angles, rails, etc.
c.
Exposed surfaces of electric panels, conduit, ventilation fans, air
conditioning units, duct work, etc.
2. Surface Preparation: SSPC-SP6 Commercial Blast
3. Coating System:
D.
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
PVC Piping and Appurtenances
1.
PVC 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 Surfaces, Buried Exposure
1. The cast-in-place concrete walls and pre-cast concrete structures including the
exterior of new manholes, catch basins, the interior and exterior electrical pull boxes
and footings of structures, shall be painted per Section 07160 entitled “Bituminous
Dampproofing”.
3.08
A.
PAINTING
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.
O:41052-006S09850.doc:03-01-10
09850-11
North Miami Beach
N.E. 172nd Street – Phase 1
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
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
applications 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 his 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.
O:41052-006S09850.doc:03-01-10
09850-12
North Miami Beach
N.E. 172nd Street – Phase 1
1.
3.09
A.
3.10
A.
3.11
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.
SCHEDULE OF COLORS
All colors shall be designated by the CITY 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 CITY’s
approval. Color names and/or numbers shall be identified according to the appropriate
color chart issued by the manufacturer of the particular product in question.
COLOR CODING AND LETTERING OF PIPING
Pipe color coding and lettering shall be in accordance with the latest edition of Ten
States Standards and the City of North Miami Beach Standards.
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; wall mounted
breathing 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.
O:41052-006S09850.doc:03-01-10
09850-13
North Miami Beach
N.E. 172nd Street – Phase 1
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 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 -
O:41052-006S09850.doc:03-01-10
09850-14
North Miami Beach
N.E. 172nd Street – Phase 1
DIVISION 1
General Requirements
DIVISION 2
Sitework
DIVISION 3
Concrete
DIVISION 4
Masonry (Not Used)
DIVISION 5
Metals
DIVISION 6
Wood and Plastics (Not Used)
DIVISION 7
Thermal and Moisture Protection
DIVISION 8
Doors and Windows (Not Used)
DIVISION 9
Finishes
DIVISION 10
Specialties (Not Used)
DIVISION 11
Equipment
DIVISION 12
Furnishings (Not Used)
DIVISION 13
Special Construction
DIVISION 14
Conveying Systems (Not Used)
DIVISION 15
Mechanical Construction
DIVISION 16
Electrical
DIVISION 17
Instrumentation